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445 Kays Landing Dr 07-1785 SFRPHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR 1U0:7kyjI0020likyjI0 Mmoulm MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # ()I m 11 9d5 DATE PERMIT DESCRIPTION fIMT AS F% PERMIT VALUATION Q &4i R4 h SQUARE FOOTAGE 3421 q M IA CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 9/24/07 Parcel Number . . . . . 34.19.30.520-0000-1130 Property Address . . . 445 KAYS LANDING DR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Engle Homes Contractor . . . . . . ENGLE HOMES ORLANDO 407 249-3500 Application number 07-00001785 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . . . . . . iL/ -f'1 L JIm_;At,:,T , Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name ENGLE HOME ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION OMB No. 1660-0008 Expires February 28. 2009 Q7- % (f S For Insurance Company Use: Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. LAI Company NAIC Number I 445 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 113, KAY'S LANDING PHASE 2, Plat Book 69, Pages 43-44, Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 28d47'46.17" N Long. 8ldl8'16.50" W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 580 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. State CITY OF SANFORD 120294 1 SEMINOLE I FL 71 B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117C 0045 E 04-17-1995 04-17-1995 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) _ Bl 1. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 36.60 ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 36.14 ® feet ❑ meters (Puerto Rico only) 35.86 ® feet ❑ meters (Puerto Rico only) 35.7 ® feet ❑ meters (Puerto Rico only) 36.1 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. ,Suite C City Maitland Date 09-1 State FL ZIP Code 32751 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 445 KAYS LANDING DRIVE City Sanford State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.a)e) - Air Conditioner Slab Elevation. Information shown hereon is based upon FIRM. Signatu Check here if attachments SECTION E - BUILDIN9 ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 445 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW (Date of photograph: 09-10-07) Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 445 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." REAR VIEW (Date of photograph: 09/10/07) a-7-/-7FS CCL IBI November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 113 — 445 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 445 Kays Landing, Sanford, FL 32771, Lot 113, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants, Inc. a division Davl runo, P.S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/IBI Consultants, Inc. is a Division of IBI Group /) -7— / '7 5I.�— IBI GR 0 UP, Inc. IBI AUTHORIZATION /jL85610 IBI, ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS GROUP 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA, 33064 MAITLAND, FLORIDA, 32751 (954) 974-2200 (407) 660-2120 ENGLEKAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SECTION J4, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIC MAP REVISION 0511711995 BEING S 00-14'40- E. AN ASSUMED MERIDIAN. FLOOD ZONE X & A L E G E N D R= RADIUS L= ARC DISTANCE e= CENTRAL ANGLE CABC CENAIR ERLNE CONDITIONER SLAB U.E. = DRAINAGE EASEMENT L.M.E. = LAKE MAINTENANCE EASEMENT U.E. = UTILITY EASEMENT F.F. = FINISH FLOOR FHYD. = FIRE HYDRANT W.M. = WATER METER W.V. = WATER VALVE ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY /THE PLATTING SURVEYOR. ER L.B. CAP •((IRON UN ESS OTHERWISE T WITH NOTED L.B. LICENSED BUSINESS N&D = SET NAIL AND DISC L.B. 5610 PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE CATV. = CABLE TV L.P. = LIGHT POLE ELEC. ELECTRIC SERVICE PT = POINT OF TANGENCY ® = EXISTING ELEVATION LOCATION SKETCH (NOT TO SCALE) SCALE: 1* = 30' x \ \ C1: > \ \ A= C2: 22'41'37" 32.5 R=125.00' ' � \ \ L=49'.51LOT 712 35.6 c�510 A=-2'30'23 5/ R=2336.47 CHORD BEARING=N14*16 56 W �p,�.l /� \ CHORD=49.19 35.3 L=102.21 y5' P.T. R=125.00 L=14.72 A=6'44'44' 3 o Qn L.B. 56I r EL. 34.222'' N \Z A m� L.B. 5610 EL. 34.43' i LEGAL DESCRIPTION. - m A x E / j/DPCK CHORD BEARING=N27'42'57"W CHORD=102.20 6 N / AIC Pod / O 700 p� C2 LOT 713 ONE STORY RESIDENCE E 7' \ TRA C T "F " 3s.8 FF. EL. * 3 No O 6.60' GAR. EL. 36.14' y4.2 10.7 \ .2� m NA 54.9 1 ' 5' SETBACK a+ 5' O.E. r,AM1A1 139.72 LOT 714 Lot 113, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NO TES. - I. UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWISE NOTED. DRAWING, SKETCH, PLAT OR MAP /S FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND /S NOT VALID. ADD/77ONS OR DELETIONS /B/ CROUP. N1;. FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF--3AY OF RECORD. PARTY OR PARTIES /S PROHIBITED WITHOUT WRITTEN 5. LOCA7'GNS ARE L/MITFD TO VISIBLE IMPROVEMENTS ONLY. V CONSENT OF THE ABOVE SIGNING PARTY OR PARnES. 6. IN;!, SURVEY DOES .NOT REtZECT OR DETERMINE OWNERSHIP. 2. 1IES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING. REVISIONS: DATE: BY: CHECKED PLOT PLAN 3/19/07 JAM RWH FOUNDATION 6/18/071 JAM I RWH FINAL 9/12/07 JAM I WEW THIS SU46f Y EXCEEDS THE hCN/MUM CLOSURE ACCURACY D 6 FOR A SUBURBAN SURVEY AS REOU/RED /N 61G17-6.003 a. Z OF F;14 TECHN/CAi STANDARDS. 'I 4/ WILSE. WAY P.S.M. PROFESSIONAL SURVEYOR and MAPPER #2885 STATE OF FLORIDA ATE OF SIiRVEY: gR4WN CHECKED FIELD 721 21 9/7/07 BY JAM BY WEW BOOK 1 CITY Y OF SANFORD PERMIT APPLICATION Permit # :_�� "�1 65 Date: rob Address: Description of Work: N C To atat IS quare Footage Ifistoric District: 74ning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — H of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement Ncav _ CX (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: q of Fixtures N of Water & Sewer Lines N of Gas Lines Plumbing/New Residential: N of Water Closets Plumbing Repair — Residential or Commercial _ Decupancy Type: Residential _�_<_ Commercial Industrial Construction Type: # of Stories: a of Dwelling Units: Flood Zone: (FENIA form required) Jwaers Name & Address: Phone: contractor Name & Address: State License Number: Robe(�r�tG. Deelloo Russo 'hone & Fax: SANFORD.Ftoyt�t�t Person: P6daEQ 7'4� � �{D�1 ' S✓6 "'3DD y 300ding Compaay: %ddress: Mortgage Leader: kddress: \rehitect/Engincer: Phone: Wdress: Fa x: kpplication is hereby made to obtain a permit to do the work and installations as indicated. 1_certify that no work or installation has commenced prior to the ssuance of a permit and dtat all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate wrmit must be scarred for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT:.I certify that all of the foregoing information is accurate and dtat.all work will be done in compliance with all applicable laws regulating „ :onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING . WICE FOR IMPROVEMENTS TO YOUR PROPERTY_ IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN \TTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 40TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this his county, and that may be additional permits required from other governmental entities such as water In", acceptance of permit is verification that 1 will notify the owner of the property of the require eats of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida OwnedAgent is _ Personally Known to Me or Produced ID ,PPROVALS: ZONING: UTIL: pecial Conditions: :ev 03nOO6 Date Date FD: of found in the public records of e agencies,,dr federal agencies. 713 JUL 2 0 2007 Date 'RUBERT G. DELL Pn t Cont r/Agent' Name Signature of Notary -State of Florida ND e Contractor/Agent i _Personally Known to Me or Produced 11 ENG: BLDG: MIRINDA C. TURNER MY COMMISSION Y DD 667937 EXPIRES: June14,2011 Donded Thru Nomry Puo11c llndorwaite�e ___� MA _— P,--' C7 J Permit # Job Address: Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION n Date: W-q))o 21706004 28488 ENGLE HOMES 113 KAYS LANDING 445 KAYS LANDING DR CARACAS 07-1785 Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool 0 Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole MIK�3_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: f Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: , n � Construction Type: # of Stories: J_ # of Dwelling Units: Flood Zone: (FEMA corm required for other than X) Parcel #: L ,�v ,� (� (Attach Proof of Ownership & Legal Description) cr i 1p' Owners Name & Address: C-S / �I Phone: P-43,),N 7Ca3 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer:' Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning: -WARNING TO OWNER: YOUR FAILURE TO RECORD .ANOTICE-OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is Personally Known to Me or Produced ID .. APPLICATION APPROVED BY: Bldg: (Initial & Date) Date of Contractor/ Law, FS 713. 61-�_, +RQQN Date _ , Ala► )off Date. Signature of Notary -State of Florida Date Notary Public State of Florida Pamela S Temus Contractor/Agent is P. 11pKno*h,tb•Meim.vn DD437139 Produced ID OF r%� Ex sea 98/07/2009 Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) Contractor/Agent's Special Conditions: `>/ q-5 X.LA___1q �DO • d -1 '7 8 5- IBI GR 0 UP, Inc. IBI AUTHORIZATION �L85610 ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS GROUP SIGN :w&wwffl 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA. 33064 MAITLAND. FLORIDA. 32751 (954) 974-2200 (407) 660-2120 NA17ONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 120294 PANEL NUMBER 12117CO040E MAP RENSION 0511711995 FLOOD ZONE X & A KAY' S LANDING PHASE 2 BEARING BASED ON THE WEST LINE OF THE NORTHEAST 114 OF SECTION 34. TOWNSHIP 19 SOUTH, RANGE 30 EAST SEMINOLE COUNTY, FLORID BEING S 0074 40" E, AN ASSUMED MERIDIAN. ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY 174E PLATTING SURVEYOR. L B G S N 0 R: RADIUS O Lm ARC DISTANCE e- CENTRAL ANGLE L. ABC CENTERLINE ITIONER SLAB NN U.E. o DRAINAGE EASEMENT P L.M.E. LAKE MAINTENANCE EASEMENT P U.E. a UTILITY EASEMENT P F.F. FINISH FLOOR C FHYD. n FIRE HYDRANT L W.M. WATER METER E W.V. a WATER VALVE P 'a e L = Pi = PC a 1 V. C L'ELECIk SERVICE = POINT OF TANGENCY = EXISTING ELEVATION \ Cl: A---22'41'37" LOT 112 SET WITH NUMBER SS OTHERWISE NOTED L.B. 5610 SCALE: 1' = 30' LOCATION SKETCH (NOT TO SCALE) C2: 6= 2'30' 23" \R=125.00 R= 02.21'7' L=49.51' 15�1 .�\ L=102.21' CHORD BEARING=N14'16'56"W 1 / 5 1, \ y . CHORD BEARING=N27'42'57"W / /5 e ` :I CHORD=102.20 \CHORD=49.19 E / \ / \ .n7 / 6.63 -°u- 25' P.T. R-125.00 Lm14.72 y�6'44.44- 4/ 3! NRO ?j L.EL 5610 � D El. 34.22' u C3 \\ A Z o C) D � 156I0 I EL. J4. u 2!� I 7 / I LEGAL DESCRIPTION.• / \ / 70.0 a \ \ C2 LOT 113 B•7' \ TRA C T "F" FOUNDA flON o N 4.2' . \3 1 \ 6.64 54.9 I � 5'B.S. '�--��.•—tee nc l LOT 114 Lot 113, Kays Landing, Phase 2, according to the Plot thereof, as recorded In Plot Book 69, Q0 at Page 43-44, of the Public Records, Seminole County, Florfda. NOTES I. UNLESS IT BEARS 774E SIGNATURE AND THE ORIGINAL RAISED 3. PLAT AND RECORDED DIMENSIONS ARE THE SAME SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERISE N07ED. DRAWING SKETCH, PLAT OR MAP IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY r— PURPOSES ONLY AND IS NOT VALID. ADD17IONS OR DELE77ONS IBI CROUP, INC. FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF •RECORD. PARTY OR PAR77ES IS PROHIS17ED WITHOUT WRITTEN 5, LOCATIONS' ARE LIMITED TO NSIBLE IMPROVEMENTS ONLY. w CONSENT OF TH£ SIGNING PARTY OR PARTIES. 6, THIS SU.RV£Y DOES NOT REFLECT OR DETERMINE OWNERSHIP. -� 2. AES ARE TO 1N£ ABOVE GROUND FOUNDATION OF BUILDING. 7. Ci THIS SURVEY EXCSrDS 7HF.,MINIMUM CLOSURE ACCURACY a Z FOR A SUBURBAN SURVEY AS REQUIRED IN 6►G17-6.00J REVISIONS: DATE: BY: OF /Da A% flMUM 7E(�I'WCAL STANDARDS PLOT PLAN 3/19/07 JAM FOUNDATION 6/18/07 JAM - K — NA w.- HER r'.L.S. P FESSIONAL SURVEYOR nd MAPPER 94907 STATE OF FLORIDA DATE OF SURVEY.• DRAWN 7�o HECKED FIELD 700173 6/14/07 IBY JAMRWH BOOK COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 107-75040 n / BUILDING PERMIT UMBER:y 1 —/ g (CITY) UNIT ADDRESS: f /� 1 DATE: COUNTY NUMBER: 4 1ja 7 TRAFFIC ZONE: SEC: 3 t TWP : SUBDIVISION: 1�� PLAT BOOK: 4p ,'URISuICTIO _11 RNG : PLAT BOOK ; 06 CITY OF SANFORD _ -3o PARCEL: -� TRACT: PAGE: 3'S/`%SLOCK�: _ LOT: 113 OWNER NAME: _ ADDRESS: APPLICANT NAME: ADDRESS: LAND USE CATEGORY: 001 - Single TYPE USE: Residential WORK DESCRIPTION: Single Family Family Detached House House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit t 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit 51,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT RECEIVED BY : OJ tee- �� ULeJy_ SIGNATURE (PLEASE PRINT NAME) DATE: 41 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. n ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PER11IT******************** 9035 2 3 Permit #: y / / - g Job Address: CITY OF SANFORD PERMIT APPLICATION Date: Description of Work: Frpr•t vrannrptp R10r4k RFR Total Square Historic District: NO Zoning: Value of Work: S �1/,/o-7 /E Permit Type: Building X Electrical Mechanical Plumbing; Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures _ Plumbing/New Residential: # of Water Closets Replacement New (Duct Layout & Energy Cale. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Construction Type: # of Stories: _L # of Dwelling Units: —Z— Flood Zone: —X-- (FEMA form required) Owners Name&Address: Tousa Homes dba Engle Homes, Orlando Inc. 11315 Corporate Blvd #250 Orlando 32817 Phone:( 41717) 24a--5n0 Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-313--t4ijt>�fY'L�rS7 Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A L Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Services Phone: 407-946-108n Address: 3301Bartlett Blvd. , Orlando 32811 Fax: 407-2460=0094 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requi m nts f F da Lien Law, FS 713. / /�/ A 7 Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or _ Produced IE _ ti(G I P APPROVALS: ZONING: � UTIL: Special Conditions: Rev 03/2006 c t 5 5 Wiliam Colby Franks PP i Contractor/Agent's Name r4 ZLA- � q1///0 7 Signature of Notary -State, F Ada VaIRWIL Furrer MY COMMMION # DD205915 EXPIRES :g May 25 2007 BONM THIU TROY FAIN INSURANCE tNC Contractor/Agent is _)(_ Personally Known to Me or _ Produced ID 5 FD: ENG: BLDG:_� 1 3151 + 1) 1 4 J3'1 ; 91611. 1)t0te = 45 1. 1' J ,, - bfo, Si 0.go2s.93 POWER OF ATTORNEY Date : `,��/o 17 I hereby name and appoint Valerie Furrer / KeKalani Vazquez of Engle Homes Orlando to be my lawful attorney in fact to act for me and apply to the City of Sanford Building Department for a Residential Building permit for work to be performed at a location described as: Section 34, Township 19, Range 30, Lot //3, Block Subdivision: Kay's Landing Phase 2 Address of Job: --/V5- if� g C -�, Sanford 32771 Owner of Property and Address : Engle Homes Orlando 11301 Corporate Blvd. #303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks Type or P int name of Certified Contractor (z-- ignature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this //-'Y'L—day ofUA�—, 2 Do ?, by William Colby Franks, who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Personally Known Produced Identification Typq of Identificatio /,I,x Signatur Notary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) o�'Y P`6Ci Kimberly Kaminer ;Commission # DD425691 ^ oQ Expires May 4, 2009 �� of w� e«,a.a rmi Fan • �mumnc., irc. eoo•xsao,o Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 „V DAVID JOHnsom, CFA, ASA 141 142 PROPERTY APPRAISER 144 SEMINOLE COUNTY FL. 1d� tdd 1 101 E. FIRST ST - _'•. SANFORD, FL 32771-1468 p -' 407 - 665 - 7505, 12; 12ti1 119 1 -3 19; t tti ti 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-1130 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 4000 HOLLYWOOD BLVD 450ON Depreciated EXFT Value: $0 City, State,ZipCode: HOLLYWOOD FL 33021 Land Value (Market): $62,000 Property Address: 445 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 Just/Market Value: $62,000 Tax District: S1-SANFORD Assessed Value (SOH): $62,000 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $62,000 Tax Estimator SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2006 Tax Bill Amount: $1,220 SPECIAL 09/2006 06411 0755 $657,600 Vacant No 2006 Taxable Value: $62,000 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontae DeLand Unit Land gpth PLATS: Pick... Method Units Price Value LOT 113 KAYS LANDING PHASE 2 PB 69 LOT 0 0 1.000 62,000.00 $62,000 PGS 44 - 44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "' If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.oro,/web/re_web. seminole_county_tit] e?parcel=34193052000001130&c... 4/10/2007 111111111111 IN 11 IN 1111111 It 1110 11111111N111111111111111 Permit Number 1 7 gs A YRNNE MORSE, CLERK OF CIRCUIT COURT Parcel IdentfftcationNumbery-77- 0-S�r,- oOOU- /7 4INQLE COUNTY Prepared by: Valerie Furrer / Kekalani Vazquez BK 06656 Pq 1126; Opg) CLERK' S 41 200705,4057 4057 WCORDED 04/12/2007 09:42135 AN REOIRDING FEES 10.00 RE(;0RVD BY T Saith Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE CERIII-IED COPY MARVANNE MOR E CLERK OF t IRCUIT CO R ;F,rsiltl�i►E_C ONTY. FL IDA PK The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information Is provided In this Notice of Commencement. Description of property (legal- description of the property, and street address If available) Kay's Landing Phase 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 113 2. General description of improvement(ss U Single Family Residence 3. Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 Orlando, FI 32817 Interest In Property: Fee Simple 4. Fee Simple Title Holder (If other than owner shown above) Name Telephone Number Address Fax Number 5. Contractor Engle Homes/Olrando Inc. Name 11315 Corporate Blvd #250 Address Telephone Number 407-281-4480 Orlando,Fl 32817 Fax Number 407-281-7766 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ N/A 7. Lender (if any) Name N/A Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Olrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,FI 32817 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date Is one year from the date of recording unless a different date is specified): 4///o Date Signed glarature of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign In his or her stead." Sworn to and subscribed before me this /y'�day of , 20 d b WILLIAM COLBY FRANKS y who is X personally known to me OR produced as Identification. Signature of Notary (notarial seal to appear below) Valerie L Furrer Forth Revised: 12/00 for 19_ to 20_ +n MY COt4MISSION # DD205915 EXPIRES May 25, 2007 fe of o° fr,Nnu) INRu IPUY FAIN INSURANCE INC CITY OF SANFORD PERMIT APPLICATION Application #: ` f (� - \//-) Job Address: Parcel ID: Description of Work: Submittal Date: �) e'c;) Value of Work: $ 10'-PO ,LJ Historic District: Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout &Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water $ Sewer Lines # of Gas Lines Z Plumbing/New Residential: # of Water Closets Plumbing Repair _ Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Grou s Construction Type: # of Stories: # of DwellingUnits: Flood Zone: (FEMA form required) ..........................v ......................................... Pro Contractor: ............ Property Owner: n -�� ADVANTAGE PLUMBING, INC Address: Address: SANFORD, FLORIDA 32772 1117 Phone Bonding Company: Address: Arch itect/Engineer: Address: Plan Review Contact Person: Zoning: E-mail: Phone: State License Number: C%-Cof�d0 Mortgage Lender: Address: Phone Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit 10 do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements o�Florida ien Law, FS 713. Signature of Owner/Agent � �1 d Date Sign �re—toff Contractor Date J _I /1^ 1 Print Owner/Agent's Name PsrPrint Contractor/Agent's Name _ S..Ia'l� Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date MARTHA Y. HALL Notary Public, State of Florida My comm. exp. Feb. 1, 2008 Owner/Agent is_ Personally Known to Me or - Comm. No. DD 258139 Contractor/Agent is 1 Personally Known to Me or Produced ID Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: Rev 02/2007 CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 IBI ENGINEERS SURVEYORS PLANNERS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER �� I A DIVISION OF TH£ lei GROUP I WWW. CCL -POMPANO. COM WWW. CCL-ORLANDO. COM A DIVISION Or TH£ IRS GROUP ENGLE NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 120294 PANEL NUMBER 12117CO040E MAP REVISION 0511711995 FLOOD ZONE X & A KAY' S LANDING PHASE 2 BEARING BASED ON THE WEST LINE OF THE NORTHEAST 114 OF SECTION J4. TOWNSHIP 19 SOUTH, RANGE 30 EAST SEMINOLE COUNTY, FLORIC BEING S 00'14'40" E. AN ASSUMED MERIDIAN. L E G E N D AR= RADIUS = CENTRAL ANGLE O INDICATES 5/8"((IRO))N� ROD SET WITH NUMBER OTHERWISE NOTED L.B. LICENSED AIR CONDITIONER SLAB L.. BIUSINESSLESS N&D = SET NAIL AND DISC L.B. 5610 rA�/C Q.E. CENTERLINE EASEMENT PCC- PC PPOINTINT OOFCCOMPOUND CURVATURE L.M.E. - LAKE MAINTENANCE EASEMENT P1 = POINT OF INTERSECTION U.E. = UTILITY EASEMENT F.F. FINISH FLOOR PRC = POINT OF REVERSE CURVATURE FHYO. = FIRE HYDRANT CATV. = CABLE TV L.P. = LIGHT POLE W.M. = WATER METER WV W T ELEC. =ELECTRIC SERVICE N OFFIC A — VALVE PT = POINT OF TANGENCY LOCATION SKETCH I 0.0 = PROPOSED ELEVATION (NOT TO SCA PLA SCALE: I- = NS REVItWED 1 t. OF SANFORD Cl: C2: A=22'41'37" LOT 712 35.3 Q=2.30'23" \ R=125.00' 50R=2336.47' \ L=49.51' �155�\ L=102.21' \CHORD BEARING=N14'16 56 W �/5�es CHORD BEARING=N27'42'57"W CHORD=49.19 - \ CHORD=102.20 25' R= 125.00 \,1=6'44 a,72 .44•• t11 P.T. 34.2 A C pod o.00' N L O r\� 7.3 T \ 0 \ C2 w qA CARACA$" � ELEVATION "4" \ �- \z IZD 1 z C) Ci C 25 I LEGAL DESCRIPTION: 50. 00' .- . tt. 8.67 \ vo \ TRA C T `F " ELEV.J159tSqJ6.15' c \ o� • x n mmo 4 \ 'S - .67"4.17 "-m cia � vN _ t^ O 4.17' v n \ \ o.1 I _ a 1 - jva��-'� t� I� m I - US Ia I� \ — } — - —I— ——IAA �� — --5a.8t---- 5• D.E. ------ I — S 87'03 53 W 139.72 34.3 35.fi \ LOT 774 NOTE: BUILDING WILL BE STAKED AS SHOWN AREA __ EA TABULATION : -- LOT = 9.266..fSO.FT Lot 113, Koy's Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. NOTES: (SKETCH AND LEGAL ONLY, NOT A SURVEY) 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSUI.TANTS INC. FOR EASEMENTS AND DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS-Or--AAY Of' RECORD. PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING J. DATA SHOWN h,'E.4EO.R' vA5 L'ONPIL£D FROM OTHER PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN INST4UAIEN715 AND DOES :,/Or CZINSTITUTE A FIELD SURVEY CONSENT OF THE SIGNING PARTY OR PARTIES. AS SUCH. REVISIONS: DATE' BY: PLOT PLAN 3/19/07 1 JAM (-D rq r— r— U W O D: O a z XF r ALD W. HERR P.L.S. PROFESSIONAL. SU EYOR and MAPPER #4907 STATE OF FLORIDA 1TE OF SKETCH:' DRAWN CHECKED FIELD 3/19/07 IBY JAM IBY RWH BOOK N/A FORM 600A-2004R OFFICE EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: CARACAS s �'� Builder: Permitting Office: ENGLE HOMES SA&Wor City, State: Permit Number: 07-1 795 Owner: v Jurisdiction Number: (pq 15D0 Climate Zone: Central I . New construction or existing New — 2. Single family or multi -family Single family — 3. Number of units, if multi -family I — 4. Number of Bedrooms 4 — 5. Is this a worst case? Yes — 6. Conditioned floor area (ft') 2567 W — 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)329.0 ft' — b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)329.0 ft' — 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 248.0(p) It — b. N/A — c. N/A — 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1740.0 ft' — b. Frame, Wood, Adjacent R=11.0, 396.0 ft' — c. N/A — d N/A — e. N/A — 10. Ceiling types — a. Under Attic R=30.0, 2640.0 ft' b. Under Attic R=30.0, 114.0 ft' — c. N/A — 11. Ducts — a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A — 12. Cooling s I� a.PLANS REV SEER : 140 r b. N/A _ N TY OF SANFORD- �I 13, Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.13 Total as -built points: 28620 PASS Total base points: 30979 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. _ PREPARED BY_—� DATE: I hereby certify that this building, as designed, is in compliance with the Florida, Energy Code. OWNER/AGENT: ✓lV/�iLC Lc� DATE: y // 0 7 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & winter (;lass output on pages .4a4. EnergyGauge® (Version: FLRCSB v4.5) Cap: 47.0 kBtu/hr — HSPF: 8.50 Cap: 50.0 gallons — EF: 0.90 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2567.0. 24.35 11251.0 1.Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.0 2.Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.0 3.Single, Clear W 1.0 5.2 19.0 57.68 0.96 1048.0 4.Single, Clear S 1.0 7.2 32.0 48.22 0.97 1497.0 5.Single, Clear E 24.0 10.0 48.0 63.97 0.38 1167.0 6.Single, Clear S 9.0 8.0 27.0 48.22 0.55 713.0 7.Single, Clear S 11.0 10.0 16.0 48.22 0.55 425.0 8.Single, Clear S 11.0 10.0 44.0 48.22 0.55 1170.0 9.Single, Clear N 5.0 7.5 9.0 30.19 0.79 213.0 10.Single, Clear E 1.0 7.0 32.0 63.97 0.98 2013.0 11.Single, Clear E 1.0 1.5 6.0 63.97 0.64 246.0 12.Single, Clear E 1.0 5.2 7.0 63.97 0.96 428.0 13.Single, Clear N 1.0 7.0 19.0 30.19 0.99 565.0 14.Single, Clear NE 1.0 7.0 19.0 47.10 0.99 881.0 15.Single, Clear NW 1.0 7.0 19.0 40.72 0.99 762.0 As -Built Total: 329.0 12914.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 396.0 0.70 277.2 1. Concrete, Int Insul, Exterior 5.0 1740.0 1.00 1740.0 Exterior 1740.0 1.90 3306.0 2. Frame, Wood, Adjacent 11.0 396.0 0.70 277.2 Base Total: 2136.0 3583.2 As -Built Total: 2136.0 2017.2 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Adjacent Insulated 18.0 1.60 28.8 Exterior 48.0 4.80 230.4 2.Exterior Insulated 48.0 4.80 230.4 Base Total: 66.0 259.2 As -Built Total: 66.0 259.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2567.0 2.13 5467.7 1. Under Attic 30.0 2640.0 2.13 X 1.00 5623.2 2. Under Attic 30.0 114.0 2.13 X 1.00 242.8 Base Total: 2567.0 5467.7 As -Built Total: 2754.0 5866.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 248.0(p) -31.8 -7886.4 1. Slab -On -Grade Edge Insulation 0.0 248.0(p -31.90 -7911.2 Raised 0.0 0.00 0.0 Base Total: -7886.4 As -Built Total: 248.0 -7911.2 EnergyGauge® DCA Form 60OA-2004R EnergyGaugeOlFlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2567.0 14.31 36733.8 2567.0 14.31 36733.8 Summer Base Points: 49408.5 Summer As -Built Points: 49879.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 47000btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 49879 1.00 1 (1.09 x 1.150 x 0.85) 0.244 1.000 12984.9 49408.5 0.3250 16057.8 49879.0 1.00 1.069 0.244 1.000 12984.9 EnergyGaugeTm DCA Form 60OA-2004R EnergyGaugeC/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2567.0 9.11 4209.0 1.Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.0 2.Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.0 3.Single, Clear W 1.0 5.2 19.0 13.25 1.00 252.0 4.Single, Clear S 1.0 7.2 32.0 9.90 1.00 316.0 5.Single, Clear E 24.0 10.0 48.0 12.37 1.30 772.0 6.Single, Clear S 9.0 8.0 27.0 9.90 1.94 519.0 7.Single, Clear S 11.0 10.0 16.0 9.90 1.92 303.0 8.Single, Clear S 11.0 10.0 44.0 9.90. 1.92 835.0 9.Single, Clear N 5.0 7.5 9.0 15.07 0.99 134.0 10.Single, Clear E 1.0 7.0 32.0 12.37 1.01 398.0 11.Single, Clear E 1.0 1.5 6.0 12.37 1.10 81.0 12.Single, Clear E 1.0 5.2 7.0 12.37 1.01 87.0 13.Single, Clear N 1.0 7.0 19.0 15.07 1.00 285.0 14.Single, Clear NE 1.0 7.0 19.0 14.70 1.00 279.0 15.Single, Clear NW 1.0 7.0 19.0 14.97 1.00 284.0 As -Built Total: 329.0 4969.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 396.0 1.80 712.8 1. Concrete, Int Insul, Exterior 5.0 1740.0 2.90 5046.0 Exterior 1740.0 2.00 3480.0 2. Frame, Wood, Adjacent 11.0 396.0 1.80 712.8 Base Total: 2136.0 4192.8 As -Built Total: 2136.0 5758.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Adjacent Insulated 18.0 4.00 72.0 Exterior 48.0 5.10 244.8 2.Extedor Insulated 48.0 5.10 244.8 Base Total: 66.0 316.8 As -Built Total: 66.0 316.8 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2567.0 0.64 1642.9 1. Under Attic 30.0 2640.0 0.64 X 1.00 1689.6 2. Under Attic 30.0 114.0 0.64 X 1.00 73.0 Base Total: 2567.0 1642.9 As -Built Total: 2754.0 1762.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 248.0(p) -1.9 -471.2 1. Slab -On -Grade Edge Insulation 0.0 248.0(p 2.50 620.0 Raised 0.0 0.00 0.0 Base Total: -471.2 As -Built Total: 248.0 620.0 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2567.0 -0.28 -718.8 2567.0 -0.28 -718.8 Winter Base Points: 9171.5 Winter As -Built Points: 12708.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 47000 btuh ,EFF(8.5) Ducts:Unc(S),Unc(R),Int(AH),R6.0 12708.4 1.000 (1.078 x 1.160 x 0.87)D.402 1.000 5576.9 9171.5 0.5540 5081.0 12708.4 1.00 1.093 0.402 1.000 5576.9 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge&FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16058 5081 9840 30979 12985 5577 10059 28620 PASS EnergyGauge'rm DCA Form 60OA-2004R EnergyGaugeg/RaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 dn-ds .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrationslopenings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter. at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All duds, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Duds in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2004R EnergyGaugeD/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.6 The higher the score, the more efficient the home. 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2567 ft' 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)329.0 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)329.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 248.0(p) ft _ b. N/A c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1740.0 ft' _ b. Frame, Wood, Adjacent R=1 1.0, 396.0 ft' _ c. N/A _ d. N/A e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 2640.0 ft' b. Under Attic R=30.0, 114.0 ft' _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 47.0 kBtu/hr _ SEER: 14.00 Cap: 47.0 kBtu/hr HSPF: 8.50 Cap: 50.0 gallons EF: 0.90 o�-VIO Srar 4V Fo� y a e "NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStar7mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSpB v4.S) PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For. B4a"� PLANS REVIEWED "` �`"W BY EH CITY00`61' SANFORD Design Information Mathm. Oriaxb AP, FL, US Winter Design Conditions Heating Summary Summer Design Conditions 38 OF Outside db 70 of Inside db 70 DesignTD Relativeehumiddy Moisture difference B�heat loss 47672 Btuh V aQ 0 cfm Ventilation air loss 0 Btuh Design heat bad 47672 Btuh Infiltration Method Simplified Construction Firep quality Average Area ft HeaU_-ng Cooling Volume (M 270267 27244022 Air char 0.70 0.40 Equiv. A (drn) 320 183 Heating Equipment Summary KA" LBk= Trade Model Efficiency Heating input Tah' xJ rise Actual air flow Air flow factor SSppacceptherr pressure 8.5 HSPF 00 �1 @ 47-F 1600 cfm 0.034 clh Btuh 0.40 in H2O 93 OF 75 OF 18 OF M 50 % 43 grAb Sensible Cooling Equipment Load Sizing Structure 34C 75 Btuh Ventilation 1485 Btuh Desi t swing 3.0 OF Use data Y _ multiplier 1.00 Total lens equip bad 35560 Btuh Latent Cooling Equipment Load Sizing Intemal gains 1380 Btuh Ventilation 2212 Btuh Infiltration 5387 Bb.rh Total latent equip. bad 8979 Btuh Total equipment bad 44539 Btuh I Req. capacity at 0.80 SHR 3.7 ton Cooling Equipment Summary Male EJNNCK Trade Cond Coil Efficiency 14 E$2 Sensible cooling 37600 Btuh Latent coolinM 94M Btuh Total Actual airOw 16Bfm Air flow factor 0.047 dm/Btuh Static pressure 0.40 h H2O Load sensible heat ratio 80 % Bold/Itallc values have been manually overridden Prirlto A certified by ACCA to meet all mquiremer s of Manual J 7th Ed. wrightsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 ACC\ E:\Flles\ENGLE2002\Caracas\Caracas.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D y Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 27402 fP x 0.0167 = 320 cfm 2 Winter infiltration bad 1.1 x 320 cfm x 32 °F Wnter TD = 11253 Bluh 3. W6iter in ation HTM 11253 Bluh / 395 ft2 Total window = 28.5 Btuh/ltz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infifhation AVF 0.40 ach x 27402 ft3 x 0.0167 = 183 cfm 2 Summer i ifi bation bad 1.1 x 183 cfm x 18 °F SuTrrlerTD = 3617 Bluh 3. Summer eobation HTM 3617 Bluh / 395 ft2 Total window = 9.2 Btuh/fe and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.d'tff. x 183 cfm = 5387 Bluh Procedure u - tquipment Sizing Loaas 1. Sensible sizing bad Sensible ventilation bad 1.1 x 75 cfm vent. x 18 °F SlmmerTD = 1485 Bluh Sensible load for structure (Line 19) + 34075 Bluh Sum of ventilation and st udure bads = 35560 Bluh Rating and bempeature�muWw x EMp� sizing bad - 3500 Bluh 2 Latent sizing bad Latent ventilation bad 0.68 x 75 cfm vent x 43 grAb moistdlff. = 2212 Bblh Internal bads = 230 Btuh x 6 people + 1380 Bluh Infiltration bad from Prooedure C + 5387 Bbfi Equipmer t sag bad - latent = 8979 Bluh *Constnxticn Quality is: a No. of Fireplaces is: 0 Bold/Italic values have been manually overridden Printout certified by ACCA to meet all requnNrerts of Manual J 7th Ed. Z wrjgljtsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 AAA E:%Files\ENGLE2002\Caracas\Caracas.rsr Page 1 2I t"Td ORKSHEET n Jre c%e DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 J. 7th Ed Namedm= En6eHouse LAUN. BDRM3 BDRM2 TMANUAL Lergttdagoredmar 2480 ft 7.0 ft 28.0 ft 13.0 ft Ramdirrert�s 7.0 x 8.0 ft 14.0 x 11.0 ft 13.0 x 13.0 ftCeiings Cax t Option 10.4 ft hecfkod d 9.4 ft heatbod 9.4 It heaibod 9.4 ft fteFtbod TYPE CF CST HTM Prey Load (Btf1) - Area Load (B►f1) Area Load (BiJt) Area Load (Btuh) DFOSURE NO. Htg Clg (ft) Htg Clg OF) Htg CIg Up) Htg Clg (m Htg Clg 5 Gross a 14B 4.6 21 2117 - - 0 - - 131 "" "" 1 Bposed b 13C 32 12 414 - - 66 - - 132 "" vAdsand C 12C 29 1.9 0 - "" 0 "" "" 0 patifrorts d 0.0 0.0 0 0 0 .. .. .. .�... f 0.0 0.0 0 "" "" 0 "" "" 0 6 0"aysad a 1C 37.0 237 8760 0 0 "" 1 glass doors b 8C 37.0 " 48 1774 "" 0 "" 0 0 "" 0 Heeblg c 9C 38.7 ^ 44 1704 "" 0 0 "" 0 0 ""' 0 d 1C 37.0 " 0 0 "" 0 0 "" 0 0 "" 0 e 0.0 " 0 0 "' 0 0 "" 0 0 "" 0 f 0.0 " 0 0 "" 0 0 "" 0 0 "" 0 ^" 7 VtFtd>mad North 229 32 "" 730 0 "" 0 2 41 41 class doors NE44W 45S 21 - 9541 0 - 0 0 - 0 0 Cocdrt0 ENV 54A 19 - 1034 0 0 0 0 0 SEISW 47A 61 - 2897 0 0 14 "" 663 1 "" 653 South 30.4 5 - 154 0 0 0 0 "" 0 Haz 0.0 0 - 0 0 "" 0 0 "" 0 0 8 OCierdoos a 11A 18.9 127 68 1246 841 18 340 229 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 01 9 0 0 9 Nat a 14B 4.6 21 1740 8018 3583 0 0 0 115 530 237 10E 489 219 e�osed b 13C 32 12 396 1247 463 48 151 56 132 416 154 0 0 \�al4 and c 12C 29 1.9 0 0 0 0 0 0 0 0 0 0 0 partilorts d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 If 0.0 0.0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 2540 2788 3659 55 59 78 154 163 213 1 17B 234 b 16G 1.1 1 A 114 120 15B 0 0 0 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 248 642E 0 7 181 0 2B 725 0 1 337 0 (Noe roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 Painnew c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 flops) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.5 92 395 11253 3617 18 513 165 16 4% 147 16 495 147 13 Subbtalloss=i+8-+11+12 "" 4333B - "" 1244 •••• •••• 2881 •••• •••• 2062 •••• Less edff a healing "" 0 "" ""' 0 "" "" 0 "" "" 0 Less trando "" 0 ^" "" 0 "" 0 ^" "" 0 Heating redstrbu&xt "" 0 "" "" 0 "" 0 "" "" 0 14 Duobss 1 (PA 4334 - VIA 124 "" 100 288 "" ID 205 15 Total loss =13+14 "" 47bn - "" 1359 "" 3169 "" - 2257 16 Int. gaits People @ 300 6 - 1800 0 "" 0 0 "" 0 C 0 AppL @ 1200 2 - 2400 1 "" 600 0 0 C 0 17 SLW RSH gaW7+8-+12+16 "" - 30977 "" ^" 112E "" "" 1455 - "" 1303 Less ederMoodrtg "" "" 0 "" "" 0 "" "" 0 "" 0 Less traob 0 "" "" 0 "" "" 0 "" "" 0 Coding red5trbution 0 "" "" 0 "" "" 0 "" "" 0 18 Duo gain 100 - 3098 1 - 113 100 - 146 100Y 130 19 Tcd RSH gait=(17+18)'PLF 1.00 - 34075 1.00 - 1241 1.00 - 1601 1.00 "" 1434 20 APre"ed (dm) - imo 1600 46 58 - 106 75 - 76 67 PrinW certified by ACCA to rr>eet an requiremerns of Manual J Th Ed. wr�gHt---ft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 '��A E:\Files\ENGLE2002\Caracas\Caracas.rsr Page 1 5I t"Td ORKSHEET n ire cMe DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MNVUPL J. /Yt w Namedroont BTTQ MSTR.BTH 1MC MSTRBR 74Celngs; LeighdeQ�osedvral 0.0 ft 11.0 ft 23.0 ft 29.0 ft Raomd6.0 x 120 ft 17.0 x 11.0 ft 6.0 x 15.0 ft 19.0 x 16.0 ft Corxfi Option 9.4 It 1 9.4 ft heal 9A ft i heetlood 11.8 ft hea<6od TYPECF I CSTWM Area Load(Blh) Area Load(Bsh) Area LcWW) Area Load(Blh) E)( Na H� Clg (W) ft CI9 (fe) CI9 HtU Cig (F CI9 5 Gross a 14B 4.6 21 0 - - 103 "" "" 216 - - E1p�ed b 13C 32 12 0 - - 0 "" "" 0 - -I - Ovals and c 12C 29 1.9 0 - - 0 "" "" 0 - - pa66ons d 0.0 0.0 0 "" "' 0 "" 0 "" "" e 0.0 0.0 0 "" "" 0 "" "" 0 "" "" f 0.0 0.01 0 - 0 "" - 0 "" "" 6 V1r xbAr ad a 1C 37.0 " 0 0 - 19 - 0 0 "" 1183 - glass doors b 8C 37.0 " 0 0 - 0 - 0 0 1774 - Iae61g F c 9C 38.7 " 0 0- 0 0 0 "" 0- d 1C 37.0 0 0- 0 0 "" 0 0 ""1 0- e 0.0 " 0 0- 0 0 "" 0 0c 0- f 0.0 " 0 0- 0 0 "" 0 0 "" 0- 7 WiJ wsad North 22.9 0 "' 0 3 "" 58 0 "" 0 c- 0 glass doors NEMW 45.5 0 ""' 0 0 "" 0 0 "" 0 8c - 3152 Coo61g ENV 54A 0 0 0 0 0 0 0 SE/SW 47A 0 "" 0 16 "" 766 0 '^ 0 c- 0 Safi 30.4 0 "" 0 0 "" 0 0 "" 0 c- 0 Horz 0.0 0 "" 0 0 "" 0 0 ""' 0 c- 0 8 Otte", a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 w a 14B 4.6 21 0 0 84 389 174 216 9% 1218 540 etpoeed b 13C 32 12 0 0 0 0 0 0 0 0 0 1 0 0 Ovals and c 12C 29 1.9 0 0 0 0 0 0 0 0 0 0 0 parbtiorts d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 72 76 100 187 1 259 95 1 321 421 b 16G 1.1 1.4 0 0 0 16 17 22 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 11 295 0 595 0 752 0 (Note room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 paint c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is drspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 Aoors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 INitration a 2B.5 92 0 0 0 19 541 174 0 0 0 Eq 2Z79 733 13 Subbtalbss=6+6-+11+12 - 76 - - --1697 "" -7517 - Lass ederrd heefrg -0----0-0- Less transfer „„ 0 - - - - 0 "" - 0 - Flealirg redstrU bon -0 - ---0-0- I 14 Dud loss 1 8-1 - 10 169 "" 1 752 - 15Total loss =13+14 -84 "" - - "" NO "" - 8269 - 16 tritgairw People@ 3M 0 "" 0 0 - 0 0 - 0 1 - 3M Appl. @ 120D 0 "" 0 0- 0 0 - 0 - 0 17 SLbU RSH gair-7+8-+12+16 "" "" 10D - - 1453 "" - 570 "" - 5146 Less adernal omling "" "" 0 - - 0 - - 0 - - 0 Less tansfer "" "" 0 - - 0 - - 0 - - 0 Cooling radsbbrrtion - "" 0 - - 0 - - 0 - - 0 18 Ductgan 1 10 1 - 145 10 - 57 1 - 515 19 Total RSH gait=(17+18)'PL.F 1.00 "" 110 1.00 "" 1MB 1.00 - 1.00 "" 5660 20 Air required (dht) 3 5 "" 79 75 "" 62 29 - 278 265 Printout mded by ACCA to meet all legs memerlts d Manual J 7th Ed. wr�ghtsoR Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 A E:\Files\ENGLE2002\Caracas\Caracas.rsr Page 2 F�nbre IG1-ITd WORKSHEET fj ouse DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 IW J. /41 tII 1 Naedrocm NOCK KR C+fEN FAMILY LNiDRFOY 14mNU-L 2 Lagltde xmd%%d 10.0 ft 0.0 ft 38.0 ft 45.0 ft 3 Roorndmenions 11D x 120 ft 13.0 x 14.0 ft 18.0 x 22.0 ft 28.0 x 220 ft Cedngs Conck Opbon 10.8 ft h atbod 10.8 ft ' I "1" 10.8 ft heetbod 10.8 ft heatbod IYPECF CST HTM Area Load(Btl1) Area Load(Btti1) Area LcWW) Area Load(Belt) B(POSURE NQ Htg Clg (fly Htg Clg OF) Htg Clg (m Htg Clg (n Htg CIg 5 Cross a 148 4.6 21 1 - - 0 - - 410 - - - - b13C 32 12 0 - - 0 •••• - 0 - - 21 - - vralsad c 12C 29 1.9 0 - - 0 - - 0 - - - - pa66ors d 0.0 0.0 0 - - 0 - - 0 - - - - e 0.0 0.0 0 - - 0 - - 0 - - "' - f 0.0 0.0 0 - - 0 - - 0 - "" - - 6 Wrdmsand a 1C 37.0 " 27 - 0 0 - 1 591 •"' 1737 - glass doors b 8C 37.0 " 0 0 - 0 0 - 0 ' 0 ""c 0 - Heating c 9C 38.7 " 0 0 - 0 0 - 44 1704 "" 0 - d 1C 37.0 0 0- 0 0- 0 0 0- e 0.0 " 0 0- 0 0- 0 0 ""c 0- f 0.0 - 0 0- 0 0- 0 0 ""c 0- 7 Wdowsad North 229 0- 0 0- 0 0 - 0 E- 265 glass doors NEWW 45.5 27 - 16B5 0 - 0 - 2732 - 1635 Cling E/W 54A 0- 0 0- 0 0 - 0 0 SESW 47A 0- 0 0- 0 0 - 0 - 0 South30.4 0- 0 0- 0 0 - 0 - 0 Haz 0.0 0- 0 0- 0 0 - 0 - 0 8 Othadoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 41 905 612 b 11A 18.9 1 IV 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 81 373 167 0 0 0 350 1615 722 17, 805 380 e�sad b 13C 32 12 0 0 0 0 0 0 0 0 0 21E 61g 253 xefs and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 c 0 0 par6trorts d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 10 Cedings a 1613 1.1 1A 132 m 183 182 192 252 395 418 549 61 65D 854 b 16G 1.1 IA 0 0 0 17 18 24 0 0 0 8r 85 112 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Fbors a 22A 25.9 0.0 10 259 0 0 0 0 38 995 0 1166 0 l;. (Noroam b 19G I ' 1 0.0 0 0 0 0 0 0 0 0 0 0 0 periretl c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for dab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 doors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.5 92 27 769 247 0 0 0 1709 549 2706 870 13 Srtlbfalbss*f8..+11+12 •••• 2539 •••• •••• 210 •••• ••» 7w - - lim - Less eternal healing "" 0 "" "" () "" ^" 0 •••• - 0 - Less tral do •••• 0 •••• ••» 0 •••• •••• 0 - - 0 - HeaGg redistrbution '•" 0 - "" 0 "" "" 0 - - 0 - 14 Duct loss 1 254 - lam 21 "" 10 702 - im 874 - 15 Total loss =13r14 "" ZT93 ""' "" 231 "" "" 77A - - 9613 - 16 bit gaits pegoe @ 300 0 - 0 0 •••• 0 4 - 121D 1 - 300 Appl. @ 1200 0 - 0 1 - 1200 0 - 0 c - 0 17 SulYd RSH ga&7+8-+12+16 "" "" 22i2 "" "" 1476 "" ""• 5752 "" "" m5l Less adernal 000ig "'• - 0 "" - 0 "" - 0 "" - 0 Less tratdev "" "" 0 "" "" 0 "" "" 0 "" '. 0 Cooling red5I ibution "" - 0 "" - 0 "•' - 0 - - 0 18 Duct gain 1 - 228 1(P - 148 100 - 575 11r - 5x 19 Total RSH gait=(17+18W 1.00 - 2510 1.00 - 1623 1.00 - 6327 1.00 1 - 5797 20 Air requred (drrl) 94 118 "" 8 76 "" 259 297 3m m PriltoLd certified by ACCA to meet A mqufemeMs of Manual J 7th Ed. wrrgF t,t5oft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 ��A E:\Files%ENGLE2002\Caracas%Caracas.rsr Page 3 �IGjiTd ORKSHEET , none 0Me DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANURL J. r41 to 1 Namedroan BTH3 STUDY 2 lagh d e�osed wet 6.0 ft 38.0 ft 3 Roandmasiors 13.0 x 6.0 ft 120 x 17.0 ft 4 Ceilngs Cartdit O*n 9A ft 9.4 ft hed6od TYF£OF CST HTM Area Load(9tih) Area Load(B1h) Area Area E)FOSURE Na FI18 Clg (ft') Htg Cl9 (ft) H10 Clg Htg CIg Htg CI9 5 Gross a 14B 4.6 21 56 - - 357 Exposed b 13C 32 12 0 - () GIs and c 12C 29 1.9 0 - - 0 partitior>s d 0.0 0.0 0 - - 0 e 0.0 0.0 0 - - 0 f 0.0 0.01 0 - - 0 6 Vtkdansard a 1C 37.0 " 7 -57 2107 glass doors b 8C 37.0 " 0 0 - 0 0 Heatrg c 9C 38.7 0 0 "" 0 0 d 1C 37.0 " 0 - 0 e 0.0 " 0 0- 0 0- ^" f 0.0 « 0 0- 0 0- 7 Vthdotasard North 229 0 - 0 1 - 15 "•' �^ glass doors NERJV1l 455 7 - 437 0 - 0 Coofrg EW 54A 0 - 0 19 - 1034 .... .... SEGN 47.4 0 - 0 17 "^ 806 Safi 30.4 0 - 0 5 "" 154 Horz 0.0 0 - 0 0 "" 0 8 Cowdoors a 11A 18.9 127 0 0 0 0 0 0 b 11A 189 127 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 9 Net a 14B 4.6 21 49 228 102 300 1383 618 e pried b 13C 32 12 0 0 0 0 0 0 vwyabls and c 12C 29 1.9 0 0 0 0 0 0 perfitiors d 0.0 0.0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 10 Ceilings a 16G 1.1 1 A 78 82 10B 204 215 283 b 16G 1.1 1A 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 a 0 d 0.0 0.0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 6 155 0 38 0 (Nobs: roam b 19G 1.1 0.0 0 0 0 0 0 0 perFrebar c 0.0 0.0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 12 Irdihatid a 28.5 92 7 199 6457 1624 522 13 Srblod bss=6+8-+11+12 - 924 - - 6314 •... ...• «•• .••• .... Less edernal healing - 0 - - ...• •»• .... .••. •••• Less bader - 0 - - .... «» ... .«. .... Heating rad on - 0 - - o «.. .... «.. .... .... 14 Duct loss 10'/ 92 - 101/ (m - "" " 15 Tctal loss =13+14 - 1016 - - 6" - 16 Int. gaits peo* @ 300 0 - 0 0 "" 0 Appl. @ 1200 0 - 0 1 600 17 Srbbt RSH gaiF7+8_+12+16 "" - 711 - "" 4341 Less erderm cooling - - 0 - ••.• 0 .». «•. •••. ... Less transfer - - 0 - •••• 0 .••• •«• •»• .•.• CooWrg redsfibrfion - - 0 - •••• 0 •••• •••• •••• •••• 18 Duct gain 1 - 71 1 "" 434 19 TdaIRSHgaiF(17+18W 1A0 - 782 1A0 - 4776 Aurequied (dm) "" 34 37 "" 233 224 •••• •••• Printout cffffed by ACCA tD meet all reguiremer ds of Manual J 7th Ed. wr�gl itsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 ��p E:\Files\ENGLE2002\Caracas\Caracas.rsr Page 4 Duct System Summary 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.00 in H2O 0.40 in H2O 0.20 / 0.20 in H2O 1.111 in/100ft 1600 cfm 36 ft Cooling 0.40 in H2O 0.00 in H2O 0.40 in H2O 0.20 / 0.20 in H2O 1.111 in/100ft 1600 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk LAUN. c 1241 46 58 2.857 4 Ox 0 VIFx 14.0 0.0 BDRM3 h 3169 106 75 2.222 6 Ox 0 VIFx 18.0 0.0 BDRM2 h 2257 76 67 1.333 5 Ox 0 VIFx 30.0 0.0 1 BTH2 c 110 3 5 1.429 4 Ox 0 VIFx 28.0 0.0 1 MSTR.BTH h 2345 79 75 1.379 5 Ox 0 VIFx 29.0 0.0 2 wlc h 1856 62 29 1.143 5 Ox 0 VIFx 35.0 0.0 2 MSTR.BR-A h 4134 139 133 1.379 7 Ox 0 VIFx 29.0 0.0 2 MSTR.BR h 4134 139 133 1.212 7 Ox 0 VIFx 33.0 0.0 2 NOOK c 2510 94 118 1.212 6 Ox 0 VIFx 33.0 0.0 3 KITCHEN c 1623 8 76 1.333 5 Ox 0 VIFx 30.0 0.0 3 FAMILY c 3164 130 149 1.333 7 Ox 0 VIFx 30.0 0.0 3 FAMILY -A c 3163 130 149 1.111 7 Ox 0 VIFx 36.0 0.0 3 LN/DIN/FOY-A h 4806 161 136 1.333 7 Ox 0 VIFx 30.0 0.0 3 LIV/DIN/FOY h 4806 161 136 5.000 7 Ox 0 VIFx 8.0 0.0 BTH3 c 782 34 37 2.500 4 Ox 0 VIFx 16.0 0.0 STUDY h 6946 233 224 2.222 8 Ox 0 VIFx 18.0 0.0 Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 497 443 1.143 633 12 0 x 0 VinlFlx 2 Peak AVF 419 370 1.143 533 12 0 x 0 VinlFlx 1 3 Peak AVF 522 627 1.111 587 14 0 x 0 VinIFIx ,,:_- wrigtjtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Jun-1408:29:36 ACCK E:1FilesIENGLE20021Caracas\Caraces.rsr Page 1 DUCT TREE DIAGRAM Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2%5 Project• • For: ENGLE HOMES HEJOINGg CO©idmog External RIM 0hemum: 0.40 in H2O 0.40 in H2O Pressure' 0.00 in H2O 0.00 in H2O Available Wi=rw: 0.40 in H2O 0.40 in H2O Sdpo iPwta n available pressure 0.20 / 0.20 in H2O 0.20 / 0.20 in H2O hapaaMWEtion rate 1.111 in/100ft 1.111 in/100ft Actual air flow 1600 cfm 1600 cfm Total Eifecfive (1$¢): 36 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BDRM2 —67. 1 442. BTH2 —5. MSTR.BTH —75. 12 370. WIC --29. MSTR.BR-A —132. MSTR.BR —132. NOOK —117. KITCHEN —76. FAMILY —148. FAMILY -A —148. LIV/DIN/FO —135. LAUN. —58. — < NO TRUNK BDRM3 —75. < —NO TRUNK LIV/DIN/FO —135. < —NO TRUNK BTH3 —36. < —NO TRUNK STUDY —224. < —NO TRUNK RETURN TRUNKS AND BRANCHES „ wrightSC) t Right -Suite Residential 5.5.17 RSR26014 2006•Jurr14 08:29:36 ACCa E:1Files\ENGLE2002XCerecas%Ceracas.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: CARACAS 6.06.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G. T A A W L Z E M D G Z L O X Y T M R R LAUN. BDRM3 a n se a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BDRM2 a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BTH2 MSTR.BTH a n se a C n 0 d 1 1 90 1.0 1.0 1.0 4.2 47.4 19.0 2.9 WIC MSTR.BR a n ne a C n 0 d 1 1 90 1.0 1.0 2.0 5.2 39.4 32.0 0.0 b n rw a C n 0 d 1 1 90 1.0 24.0 2.0 8.0 39.4 48.0 0.0 NOOK a n ne a C n 0 n 1 1 90 1.0 9.0 2.0 6.0 62.4 27.0 0.0 KITCHEN FAMILY a n ne a C n 0 n 1 1 90 1.0 11.0 2.0 8.0 62.4 16.0 0.0 C n ne a C n 0 d 1 1 90 1.0 11.0 2.0 8.0 39.4 44.0 0.0 LIV/DIN/FOY a n sw a c n 0 n 1 1 90 1.0 5.0 6.0 1.5 76.4 9.0 9.0 a n rw a c n 0 d 1 1 90 1.0 1.0 2.0 5.0 39.4 32.0 0.0 a n rw a c n 0 n 1 1 90 1.0 1.0 0.5 1.0 62.4 6.0 0.0 ,.Q:� wrtgFitsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 ACCA E:\Files\ENGLE2002\Caracas\Caracas.rsr Page 1 a n nw a c n 0 n 1 a n sw a c n 0 d 1 a n w a c n 0 d 1 a n S a c n 0 d 1 BTH3 1 90 1.0 1.0 2.0 3.2 62.4 7.0 0.0 STUDY 1 90 1.0 1.0 1.0 6.0 47.4 19.0 2.0 1 90 1.0 1.0 1.0 6.0 54.4 19.0 0.0 1 90 1.0 1.0 1.0 6.0 30.4 19.0 13.9 ,,:_- wrightsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 14:13:07 /CCK E:%Files%ENGLE2002%Caracas\Carecas.rsr Page 2 LU 00.0 U • 18.4 1- c R 135. A& 12 12.6I1 o m, 4' �10 I m ,-. 7• a -+ 4' bath duct ' �___ 10.61l�d % 7 o roof cap 10.10 4*cd —140 1 ae� w/fan-light I 16 Nutone 763RLNB ex 1.cd 7' 1ex1e g ® 10 6 18 !J 4 9 12' la I.c 65 16 i 10xl0 4.cd -._—.— 0.4 IA: - 3' bath duct 140 7' 77 O roof cap i 10.6 I.cd w/fnn 13� Nutone 696RNB 7' ® 10.6 I.cd 14' 70 _ � O 135 B' 19 12.6�I.cd 14' 12.12 10.10 ra 10.10 rap B' 2© 75 © 12.12 me 60 10.6 I.cd .5d 14 L., 42X42 A/C SLAB 9.4 10. , 6! �� BY BLDR MIN © 2' FROM WALL 3' bath duct to roof ca 12' i° w/fan 2 �• 30x n . arc Nutone 696RNB rl.r Pc0 2 ,be m (--, e' J 1 •• dry - Oa�Ct c p 14.BI225 l.cd n.ye� +ant nox ppx nee,. —piR t� �J 4.a taN wioxV 2240V IPN ' 19x19 PLEN pla born by scale �1/8'•I'0' 03 Must have a ninhtun clearance of 4 Inches around the alr handler per the State Energy code. All duct has an r=6 Insulotbn value. Zm -)aw O N V' w w C7 \ C) Q' < lON rii^t W a LJ OJ � L,J U o Q J Q a Z Q O F-- W U ,O > Rating z o r N m w •• .. > z o z o w 3 J a H m H Q J J O� Q a m EL J U)0 0 I , .' Page 1 of 6 BCIS Home Log In Hot Topics Submit Surcharge Product Approval t USER: Public User "- " : R,ram' 11H. xORM,:. • ^ Al.'�'...r;`'�� fie . _„ Stats & Ns PElications 1 FBC Staff B of Product Approval Menu > Product or Aoplication Search > Application List > Application Detail rrv, - . ' , Application . - a4 Version Code ��: •„ •-02�. �. �.� .tom 1' Comments py ArchivedApplication Status Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative -Quality Assuranc e Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.org/pr/pr app_dd.aspx?param=wGEVXQwtDgtAcG5vedS%2bbvQu... 3/28/2006 Equivalence of Product Standards Certified By Sections from the. Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved w ASTM E1300 TAS 202 t, , Section 2612 HVHZ PI Method 1 Option A 09/14/2005 10/16/2005 10/01/2005 10/19/2005 � use. L V1 V EritSj�gyy- Entry Sys C O N O .�.• C N O O N O N O O - _ 0 0 o "•- o 0 0 0 0 0 0 0 0 0 0 o 1= 0 O 0 o 0 0 0 0 j: 0 0 0 0 0 0 Vf N V') lf1 419 N IA 11") N b v> N m m m m m m m m G I oIRI us in in w in N - -I- o - o v o - N — — — — — - .n o_ o ff I� o QIv o o o 0 o 0 Q 0 0 in 0 in 0 in 0 0 ua 0 va o va — vfa �lo 0 0 0 ui �n c� I - N a E2 LD E2 E2 v 2 19 V V I C7 U O u eD M 2 CJ L7 (A R v eD v C2 CD m CD O L-9 = o —^ m Wo mo om o mo m om o b m a a Ib �Im m m m ben o ea o m m m o m 0 m 0 m 0 m� rn rn m rn rn� N. rs ra ra ra i-a .-� ra ra � rs ra � ra � n n n ra s= I n I n r> ra � r ra r7 r •wa ra n � J I I Op N _ bl— —Iw — — — = CL J — wl_ w �I— ✓a [n — E o C Li ^ t — 1-1 — p p of U IOI O 0 0 c o f s x p 'ol la=c Xx A oxx> xx = m� N N _ 0 0 N 0 N N KIN 0 0 — 0 N N N N Y 12:1 _ry LDP/NADM O mag rz m and m Dfir mma movjo &dam= miannumn — rmnbb imm m- Lumen[ ttrmm n+wr n=m m? or mr ►�armmm tmaml rennet Enter(gv- Envy =:COP�st�t�epor��al�dai�un�:.R11a FIBERGLASS -DOORS N 0 0 0 N 0 N 0 c y o o g S g o o $ g g g g o o g o g o g o o s a N o o N N N ry a, 26 e 0 0 0 0 0 0 0 0 0 0 0 N U A M1 M1 M1 ti !� r M1 N M1 1r A A M1 � C t~.l U La Ca U U U U I U Z U U U U cK I o u 0 0 0 vi o ..ms T0 o a d= Cf 'm 0 0 0 0 0 0 0 0 o 0 vi 0 0 0 .ri 0 .ri 0 0 m 0 0 0 0 0 MIS o 0 0 0 0 0 0 0 c- 0 0 0 0 O O v — — — — v — 0 0 — O O G S? — O 2 O 121 — J ga w N _ O N F F E o ro so y_ -- — _ — — — —000 0 0 0 0 �z 0 5 Xa o CD o CM o o xa o s9 of o_ o o o 0 o m 'vS C_ wr.�yw iar..� ear MPALUV LD ah-li W.--�d to viz . orwrta aomfForu! lotmmad- - nampy wm me h++mao.:nmm� m'm. 11raroa t�i mmu. Lltx-k -srL Se:—,ic-s paja Review Certificate CertiSczte ':026437C docurnenL.:-010 l ��IMLlletc •"v IviasL _tr'pT_�iLCC = ::�:iGT �OOi "'Ot=i1C:S C'r :L= --Cam:::.: sdicat_- beiow io dete^'e -ne 3L�Z7TODI=3teesi�' loge MC _sec =:ee �;v yl az:d-Dade Couu-:. -lend: -Protocci R 01, ' =c Nvas ;or :L-ppuCa-bI h--y L Supor; of - me-oMmInta ; `---mdor P-'oduct'Po-o=nce Mc^.nuni for. L,- :)roducf line and -.ivC'ac- .uGu'i�di„c:cQ DelOw. l i Si=! _. J2�C.:Cer'_:.teS iaaZ CllS1 :=70r•S ''iDYide^ {{ �` Cor- sis w.'- 'rh lnP �VSascaize C e� � �, r •'•'1 1-.- lY, -- "� - �:-L-1C3L.. o: P _t! :r unc.. s'-e rJ ( COP s} per or-m-mce cats Dual speci_ed herein- The anached 25olilCr, �Te^dor ��P/fie- s �:eoo�. �'ai �rotl Ia�:ces �uuiaueiv MU=Dered by DrocucT rmodel) provides cor_e1ar?GM. `Gr_cueri 'or each ;..roduc: model reviewed M' dicarrQ the -ems: is , - , az.dins;.alla1:on niO=.nar1on and ratings for Qesi_c' load -C' 3L'711Csi7111ty Gi Cite is MisKlt '^DaC: ieSz.. ? i i 'u pLpUcaD'!e COP'S and �.Lnces mus—c Dea' :ue YV � LLoc - EIItrti Doors - - - - - - - - �7Dc:1C: •'vl��,;: wooa-Fade Steel Door (tilaris ' 026�%C-001 j Metal-Edcre Steel Door (vlatriz 130264177C-0017j Fiberz1ass Door '30�' i i t--00- j _ _--jemko hay no L"ire_ Am4 wie�;,0 of :he z5 c onauCe-- arta na-r m.24 no uric 12Dr Co venn; ;,A acZlruc-: Or=orre.^- �-,- or me -aQIQ ;uomi=4z_. : nr review co=c= was only zo jz:e mine .Ile: 71L^3Lic? "-�.LrD' j :XlyTL` o{o Dri ? r corn_,.. -Err•�cnSarOnS �l_ dart sur;Dil� jrom :ire kzborazrrzz. iew c: for c:zcr , _ re', w ,;, ai Vie, ,,or=ncz r=u oniv ara LL..: r�Ot in;:.L.de uFaralion or ware- pencz anon ze.7,- rerui.-. . .17` �i-ili?�son,•_.oiec: i'rl APR-16-2003 WED 03:49 PM TRIM PAK FAX NO, + APr.i6. 2003` 3:33PM PRECMDOR DICKSON 615 446 722E No.1918 �v o� Mas'onite International Corporation TEC.HNIC.A.L ADVISORY To; PD White Date: April 16, 2003 C*-of Oviedo, Fimrida (407M7-6027; 4071977-6025 fax) From: Kenneth R. Imhoff CC: D, Svnd (4071857.6234 fax) ST. Project Maruga — P.xtetior Door Produ= R. Barry (9131982.0914 fax) Lft1hofP@rnasonite.com 61 V441-4255 office 813/3354171 umbne 61S/446.7729 fay: Subject: Air & Water Performance Results on Exterior Door Units Submtted for Permitting by Engle Homes. Refer=oe;Product Approval Sheet's COP-WL-MA0101-02; COP-R9UMA0121-02 Indepantlly Validated under the Warnock Hersey (WH) Mark. P. 02/12 P. 1/il It is our belief that the exterior door unite defined under the aforementioned certificate of ,,performance .(COP) sheets comply with the requirements of the 2001 Florida Building Coda (FBC),. Chapter 17 (Structural Tests & Inspccti.ons). This unit was been tested in f MCcordanee with Miami -Dade Building Code Compliance Office (BCCO) protocol ,4,'A202 perforrhanee guidolincs. PA202 procedures include water penetration in ;:accordance ,%ith ASTM E331 -.Standard Test Method for Water. Penetration of Exterior Windows, .Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference A- . air in.ftltrafion in accordance vA7th ASIM E283 - Standard Test Method for ":Determining the Rate of Air Leakage Through Exterior Window.s, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy onclosod) confirms that this unit achieved no waW penetration at .8.25 pounds per square foot (psf) for door units designed to swing out Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also coafnms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of'crack (cfm/ft2) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 efaVft�. Thank you in advance for your further review of this information & let me know if you require additional infonnation to resolve this subject. Respec ly Submitted, X R...I MhO f f Masonite/Prenidor Exterior Door Products - Oat Promaor Drive • Diclevon, Tenneseee 37055 ArTek, Castlesete. Celco, Colorado, Decor, DorFab, Hntergy, Evergreec, Johnson, Monterey, Oakorift, PremvU, Rochrnan Universal, Royal Mahogany Products, Span -Rite, s9ocialty/Baylite, Steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 Aor-116. 2003 3;34PM PREMDOR DICKSON 610 446 1229 No,1916 P. 2/11 Prcmdor Entry Systems -3- NCII,210-1973-1,23 (S)CF) STRUCTURAL TEST RESULTS SPECIMEN NO, IS (Outswine) rARAGRAPH NO. MILE OF MEASURED ALLOWED 5 2,7 Air Infiltration . 1.57 psf (25 mph) 0.02 CFM/FT' 0.2.0 CFM/FT2 5.21 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior i Meets as stated 5.2.6 Wstcr Resistaince (5.0 GPH/F f) WTP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air procedure Full Loads 114.0 psf exterior 0.041" 0.144" 114,0 psf interior 0.124" 0.144" STRUC IR.AL TEST RESMTS SPECx1yfEN N0. 2 (0utsvrini<) PARACRA.7li NO, TITLE OF TEST MEASURED ALLOWED 51.7 Alr:lnflhration 1.5.7,.psf (25 mpb) 0.03 CFM/FT2 020 CFM/FIs 5.2.3 Uniform Static Air Procedure Design Load9 (30 second durations) 7630:psf exterior Meets as stated 76:0 psf interior Meets as stated 5.2.6 `• Wa*e Reslsmnce (5.0 GPWFT) %% TP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.0511, 0.144" 114.0 psf interior 0.147" 0.144" STIR-V URAL. TEST RESULTS SPECIMEN NO. 3S flnswinyl PARAS.RAPH NO. TITLE OF TEST ALLOWED 5.2.7 Air Infiltration 1.57 psf (25 mph) 0.18 CFM/w 0.20 CFM/F1= 5.2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated 5.2.6 Water Resistanoo (5.0 GPH/FV) WTP = 2.96 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" nuts-co-cuuc i nu uo , oo rn t tCi t•t rrth r MA NU. 4U Ibo I bLd4 f. UL/Ud -:TWO Ip � 0 j D Proft�mslonzi Enpine-.stingy Services for Developers and -Builders or Residential•Housing �^ O P,D. gox 6994 T limtvilie, F-L 32793 ' Phone (407) 2894US ' Fax �'407) WG-5"S fl'f rl OFT1110DT1CT A(`CFPTANr F :u ;t 9a00 Ymikse:l Corporation 516 E.i,l Santa Ana Strect il.D. Fu-x 4250 .naheim, Cali(omia 929034250 !~lode) Dcsirn;t:ion: Kmikset S.zics and Tuan Series (CrlindricaI Lo--ks) htaiimum Overall Sizv 2-11V Fi 0 Bore Stith a.1" Cross Boro•( 2.5/8" or 2-3W Back -set ) Gcstcraf bored t}pe 10c1: m F N r rq'Df'M"I` qt 1R'Mf 177T-r r1� i e;led 'cry mcri.:tit Test l nbs of South Florida. 'rest P.erosi .A: L 0 12.0;-%. 0212.0s.96 signed and sealed by "'Wiam R. 1Ji�itner, 1'.F•... ED Ca :,;. , Test lz,%d Desi zn Load r-vrc--M% : ntn• (,.S'rlvi F-9.12 .; PA-202) passed passed 1_.,1r.mrisstleImmu.p::rPA-M Pass;d P ea (impnoled as insr.•ing unit) g 1':zl„yvrr I:oa'tpg'iest 671 mul c}ciec 'Kivi Cm SeT1CS pasiiivc 65.0 psf G5.0'psf Fati�tm-Loading TW_. 671 total ct•cle- �:wil:se{'Scries neptive 96.0 psf 86.0 psi F:taguc UzOin- Tcst 671 total cycles Titan Series posiiive 86.0 psf. 86.0 psi F3ti-ue Loading Test 671 total c clEx Titan CU•ir•.s neertiVe 86.0 rff -96.0 nsf J�es1 frn I'tesstl<e Ff3'ling: Y.t�iksst Series - Passagz Positive .65.0 pcf (Otrl SViRNG) Lntn tregtures p:sr:age bolt) Negative 65.0 pc{ ' D�acitxilt 1?GsiF t ➢res uzc Rating: K%r. ;sc: Scrics - i�ssage Fositirc 65.0 osf (INSWING) Enliy (requires pascascbolt) Negative 86.0 psf Dcadbolt ct_n 1':c9GilrcPg1ing: Titan Series - Passage Positive 86 0 psi (D•tTI-Sv1rING/ F•II[N (fegtlife5 nas:3gc bolo Negative RG.D psf " ' I1�S�if].yl=i) vC3dhOli � .IFE��/ t.T 7 , .` ' fAS 1 AI:.,:.• 'l0i h?tiri ANCiUl.lhfT. See rc�•er.�t side this paRc _ Q; ; ld0. 40116 L1S1= STPT C� 1. Arpra;•�d for use in locntio,u adhesinc to the S.B,C.C.I., S.F.i7• .C., S.F.B.C. Brou•ard Edition. and «•her: tllc� tr �i reclui tmc,nts as dete.rmired by ASCF. 7 Minimum Design Loads for Buildings And Other Srniertres does neat dlij�y�n pressur;, ratin-L listed aborc. 2. The GrAdc Tutting of a loci: is not N. Ttinent io stsactu.al perfonnance as scl3tes to Hnrricanc / Rrin tI Cnde Compfi t'` 3. M.1% bu usMl on doors lcstodto desiLm presstmas equal io or less than thong shoua abave. 4, A;.ijAication for building N. mti.t shall be accompanied by a copy of •, :is approval. nuu-co-cuuc ►nu uO-DJ rn ►min rttA rHA NU. LW10010CJ4 t', U6/Uli IN57ALLATION O5 LOCA S'E.TS PER TESTING Acccptonce W309400 r ue mw _rlv — KWIKSE T SERIElz- NL-7TE„ TD gLj LDIN� INSPECTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT' TESTED CONFIGURATIONS. DETAILED -INSTALLATION INSTRUCTIONS ARE- PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, KEYED PROMADED �JWOOD SCREW � `�, DEAD BOLT ./ VVV 2 J/B' or 2 3/¢' STRIKE J SACKSET PLATE wooD SCREW —, Zy/ STRIKE J PLATE THUMB TURN MECHANISM TO BE HANDYttiE SET. LR or KNOB. I � - LATCH BOLT w/ 2 3/3• or 2 3/4' BACKSET . s PER s' HANDLE :�:: • SET TITAN' SEFTWES RrR I•IJRDWARE THIJMB TURN �. AtNGED MACHINE r.000 • c I�,) WOOp SCR' \ DEAD BOLT w/ 2 3/V• or 2 3/t' t BACKSET MECHANISM TO BE MANGLE SET. LEVER or KNOB. b:ArF. wc�•rt l�;l�tl� ac. srpcw •?t 31T oTCH r�2 �3/4 4•. � _ OACK�ET F'LA1smu:EE FIER NOTE TO BUILDING INSPECT( MECHANISMS WITHIN THE CEO' ARE OPTIONAL TO THE PRIMA; MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD, LOCI CAN BE SUBSTITUTED WITH A KEYED MECHANISM WITHO! INVALIDATING THE SYSTEM. XX Glazed Outswing Unit APPROVED ARRANGEMENT: I :.:-COPvL MA0167 02 S'O" FIBERGL.ASS DOORS Test Dan Review Canlflcate M26447A: 030264478: i3026447C and COPfrest Report Validation Matrix 03026447A-001, 002. 00.7: P30264478.001, 002, 003: /3026447C-001.002.003 provides additional information - available Irom the ITSMM website www.edsemko.com), the Masonile website www.masonita.com) or the Masonile technical center. Note: Units of other sizes are covered by this report as long as the Panels used do not exceed 37 x 87. Double Door Maximum unit size . 6'0' x 3'0' Design Pressure +47.0/-47.0 �. Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements tot a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 622 Series 1/2 GLASS: Im 108 series Oak aff a.,n •.rural AR EK" I.al�.l,r.171r..i FIa l.A 33 BNTAY DOOAS Now.rm.1 F4..puFwg Own I%///////// �� lur Il, 200a .r.,.l.� a._" . tar, 0_ 0-'Wilyigplopnmelela4WL.Pmr.m.m—k.,ap.dkafn&d.agn-dpromd Masonite International Corporation dw" . 4i.aa to cling..imw moc.. Glazed Outswing Unit 890" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 1 810 Series 852 Series 300 series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both Stiles -constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001.Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazar, P.E. — License Number 56533 Oak aft AR_�EKT' wool •. r..n ..ru r.J PIBBROLASS BIITRY 000RS .Mrwd Filly&.. L+ 0— Warnock ►4+w rtf/ Test Oata Review certificate /3028447A: 030284478: IM25447C and COPITest Report Validatbn Matrix 13026"7A- 001.002.003:/70284478-001.002. 0a1I3028447C-001,002.003 DrmAdes addltlorul Wormadon . available Iron the IiSMH webbsite (www.eltsemko.wm), the Masottite websRe (www.iruwrtite.com) at the Masardte technkai centec 2002 0. cmenui g Draw= al plaoict imprV-14 mai...p.wkatwl. dnien .rid prowl e.W waist to WDw Wh.A Wk.. Masonite International Corporation XX Unit OUTSWING UNITS WITH DOUBLE DOOR TYPICAL HINGE ATTACHMENT 4' x 4' 8UTT HINGE (12 GAUGE) r SIDE JAMB I �� DOOR PANEL TY SII ©! I 7A L (6 /10 x 3/4' J T HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM 1-9/16' 2-15/16' LIr MINOLWU MA 1* 1-3/4- i rm,twXAMU IR1. d" R QU TYPICAL ASTRAGAL PROFILES I 1-ty16' I 2•S!8' �•' a�E �CR i STEEL o 1- f4- AUXIWw- i MINI" u THROW REODUIED 1.3/4' 2-3/4' 1 1' I r t, ALUMINUM EXTRUDED ASTRAGAL (0.06- MINIMUM WALL THICKNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLT. 80TTOM EXTENSION BOLT AND CYUNOERICAUDE,IOBOLT LATCHING LOCATIONS. ATTACH WITH /8 X I'PAN HEAD SCREWS —LOCATE 1- FROM EACH END MINIMUM AND 22' O.C. MAXIMUM, FLAT HEAD WOOD SCREWS OR (3) Z. LONG X 1/2- CROWN WIRE STAPLES ' TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER (1.1/4' X 4-9/16- WITH 1/2' STOP HEIGHT MINIMUM) (3) 2- LONG X I/r CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1-1/4' X 4-9/16- WITH 1/7 STOP HEIGHT MINIMUM) Test Oats Review CertificateI3026447A:130264478: 03026447C and COP/Test Report Validation Matrix 03026447A-0Ol, 002. 003: 030264478-Ml . 002. OW: 03026447C-001. 002. 003 provides additional Information - available tram Me ITSMM weEsits (www.easemkc.com). 01e Masonile weesite (www.masomte.cam) or the Masonite technical center. June 17, 2002 Owcwuwegoroenmerorodurtimor efflmnnteedreukm Masonite International Corporation engn case Droeue eauW wolrct 10 manse .umm coon. BACK BEDDING (COW 995 OR EQUAL) GLASS INSERT IN DOOR OR SIDELITE .PANEL HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1r1', 3/4' OR 1' INSULATED GLASS. 16 X t-1/Y PAN HEAD SCREWS LOCATED 10.1/8'MAXIMUM FROM CORNERS AND 14-y4' O.C. MAXIMUM SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND DOOR 1-9/16' t.trr Op,0 1/6'SINGLE lU! U PANE GLASS: 10�po pGQ Q&.0 as i trr, v4' OR 1' 2.7/16'DOUBLE PANE 2 UU `S�rQ`'Z`r, y4.OR t' TIPLE PAN 0 pQeQ 0 INSULATED E GLASS tnm l/r SINGLE PANE GLASS: 1/2'. 7/4' OR r DOUBLE PANE: ]/4' CR t' TRIPLE PANE INSULATED GLASS 2 DOOR 1-7116' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 1/B' SINGLE PANE GLASS; 1/Y'. 3/4' OR t' — DOUBLE PANE: y4' OR 1' TRIPLE PANE INSULATED GLASS ' SINGLE PANE GLASS: t/2', 3/4' OR 1' �— DOUBLE PANE: T3/4'OR 1 TRIPLE PANE INSULATED GLASS W`^ock Il.r"v Teat Ova Review Certificate I7026447A: 10026M78: $=6447C and COP/Test Reabrt Validation Mama /0026447A-001, 0(114 OM; /70264478-001, 002, OM: /2026447C-001, 002. GM provides additionai information - available Irom me ITS/WH weowwra site (.edsemko.com), the Masdrute —ts website (www.rnasonite.com) at the Masonite teUtmal center. June 17.2002 0. . dwrnrom.g wow— of yoam imaw.n.a maus so-fkxw% Masonite International Corporation 4avae rnd Woo a oaau suaect to cman" Iviw ,4mk I 6' 3' 6 TYP. TYR CL TYP. TYR i ► i l i / ! i �`-::�.'MID'.-WL IVIA0002=0��.:::; . �, •� {:: DOUBLE .••- 6' TYP. 5'8" UNIT 8'0' UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR t. 101111111 • 6 per vertical framing member • 8 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. 'titRditk Opening 1 • Width of door unit plus 1/2" • Height of door unit plus 1/4" r t t t t t t t W' --k 1 --v Test Data Review Certiliate $3028447A: 130264478: I4026447C andGOPRrst Report vandation 1111AM. Matriz 73026447A-0111, 002. GM: I30264478.001, 002. 003: $3026447C-am. 002. 003 provides additional intermation . avadaole from the ITS/WH weosite (Ww .edsemko.Cam(, the Masonite WE-11111111 o weosite (www.rpu0nitexom( or the Masonite technical renter. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) Cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147, 3167, 3242-, 3247, 3252• or 3257 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include /8 and #10 wood screws or 3116' Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3116' Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment 3. Wood bucks by others, must be anchored properly t0 transfer loads to the structure. June 17. 2002 ' °w•"'• °••' (/(/V dacvwr.gmov<,r.0 WNWL.orw.m Maknu. MAWL Masonite International Corporation eaW ten oroaua eme to Duna .snout Mae& OFFICE Weathermaster Building Products, Inc. Office: (407) 324-2080 Fax: (407) 324-9206 df LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2/2A/2B Installation 1450/1650 Flange PW 1450/1650 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 GA 3/A Cont Head & Sill Fin Mull 1900/1100/1970 1100/1900/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5/5A Installation 1450 PW Flange Designer PW 1450/1550/1570/1650 8 GA 6 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flanae 3-Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 12 GA 8/A Installation 1980 Fin 3-lite slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1 x4 Fig Hz SH 1445 18 GA 12/A Mull Bar Load Chart 1 x4 Fin Vert SH 1445 19 GA 13 Mull Bar Load Chart 1x4 Fig Vert SH 1445 20 GA 14 Mull Bar Load Chart 1 x4 Fig Vert PW 1445 21 GA 14/A Mull Bar Load Chart U4 Fin Vert PW 1445 22 GA 15 Mull Clip 1 x4 >6' Fin Vert Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull Bar Load Chart 1 x4 w/ lip Fin HZ SH 1447 25 GA 20 Mull Clip GEN 0457 Fin Vert Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1 x2.5 Fin Vert SH 1448 27 GA 22 Mull Bar Load Chart 1x2.5 Fin Vert PW 1442 28 GA 23 Mull Bar Load Chart 1x2.5 Fig Vert SH 1442 29 GA 24 Mull Bar Load Chart 1 x2.5 FIq Vert PW 1442 30 GA 25 Mull Clip GEN 0454 Vert Mull Clip 1442 31 GA 26 —Tig Mull Clip GEN 0459 Flg Vert Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6') Flg Vert Mull Clip 1445 34 GA 30 Installation FEB HEB Flg SH 1450/1550/1570 FE + HE 1450/1550/1570 3—SIG A 31 Installation FEB HEB Fin SH 1100/1900/1970 FE + HE 1100/1900/1970 Weathermaster Building Products, Inc. 227 Power Court Sanford, FL 32771 407-324-2080 407-324-0503 Fax 2004 Florida Statewide Product Approval Numbers For General Aluminum Products These numbers are posted on www.flo 'dabuildin —org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders ONE BY WOOD - BUCK BY OTHER CAL" BETWEEN WINDOW F ANOE R WOOD BUD( 4 PERIMETER CAl1LK BY OTHER M,— EXTERIOR DOW sLL PERIMETER BY OTHER SHY AS REO'D (SEE NOTES) NSTANUTIaN ANCHOR. CAWC BETWEEN WOOD BUCK a MASONRRY OPENING BY ODAM ►`I 1 1/4' MIN. BUOf HMT PRE CAST 9AL� . BY OTHERS CAULK BETWEEN WINDOW FUND£ • PIE CAST SAL NTH VUUQM Ile ADHESIVE CALM( OR 1 N PR01m EQUAL DUO( WIDTH FLANGE TYPE WINDOW MAME JAMB By OO PERIMETA WINDOW WIDTH - EXTERIOR w GENERAL NOTES: 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARAMO SHIM, MAX ALLOWABLE SHIM STALE TO BE / 4' 4) WINDOW FRAME MNERIALAWY ALLOY BM 7 CAULK BEHIND WINDOW FLANGIE AT HEAD AND JAMBS,SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VUUMA 11 ADHESIVE CAUL( OR APPROVED EQUAL 4) APPLICATION O S ULKI M118 ADHESIVE 10N CAUL( AT FRAME SILL MUST COMPLY WITH SEALANT S) CAULK FOR PERIMETER SEAL AROUND E7REFBBOR OF VANDOW FLANGE 6) CLASS THICHNESS MAY VARY PER THE REOUREWENTS OF ASTM E1300 GLASS CHART SINGLE GLASS IS SHOWN. INSL UTING G;L.AA4 IS ALSO QUALIFIED. WOOD ' OTHER SHIM AS REQ`D. (SEE NOTES) Q � � INs7ALLAT1Da ANCHOR Q CAUL( BETWEEN WOOD BULL Q MASONRY OPENING BY OTHERS CHAIN BEYVAM N WINDOW FLANGE WOW a" SECTION 2 E K 2 It. G.A. 1 SS13 ANNEALED 3,115- ANNEALED CALL w1NDOW GLASS DESIGN GLASS DESCH TApODN ANCHOR LOCATION SIZE SIZE (INCHES) PRESSl PRESSURE LOCATIONS CAPACITY N Ps CAPACITY N PSF 141/4 .29 -w -40 12 -2w -2w 11 1 1/0 . 1 !h -77 -77 -1R7 _1" tie rAw 14 1 1/0 . m eh -00 -00 -164 -164 AC ►.DIU 1444 1 1h ■ m eh _w -e0 -tso -1m AC F.w 1440 1 1/e ■ m 0/W W -W -147 -147 AC rAW u 1 1/07 h . m -u -44 _I- _I- AC D.U.w 1 10 1/0. 72 -40 -40 _110 _110 AC ocr 17 1 1 . M - - -ta -104 A.C. MaW TWO m 1/2 .29 -47 -67 -IM -134 AC rwu 1W 201/2 •17h -w -w -lot-100 Ac r KJ iN m 1/2 . m Oh -Im -11 AC r.w 11404 s 1/7 . 04 0h -44 -44 -Im -Im AC r.au 14440 m 1/! . e0 0/0 -47 -40 -I00 -lm r.aW Im m 1/2 . n -40 -40 -41 -n Ae FAM 014 m 1/2 • 72 -40 -40 -74 -70 AC r.OJU m 1 -a -0 1 AC FAW DLO 2D 1/2 . 1 -e4 -s -n! -n! A. r,Dxl 304 7D 1/2. 203h -47 -47 -m -m AC I.QW 0D.4 7D 1/2 ■ m 0/0 _0 -41 -70 -70 Ac F. WU 30•N4 0D IA . 04 6h -40 -40 -77 -77 AC FAM 00.446 2D 1/2 . 0e 0h -40 -40 -76 -7/ AC r.wu 20e !01/2.O -40 -40 -70 -76 AC ►AKA DOO 30 1h . 72 -40 -40 -71 -71 AC FAJU - - AC FAJU n n z m -m -41 -m -m AC aW /.0 m n ■ i !/W -40 -40 -07 -47 AC ►.aW 24 A z m Oh -40 -40 -07 -07 AC r.aW 1444 37 2 64 e/0 -4D -40 -m -m AC r.OJU 2440 27 z w e/V -40 -40 -m -m AJ: r." n A z u -40 -40 -63 _w AC ►.07U n n [ 72 -40 -40 -02 -02 AC r.aWU -62 _w A.0 r,OIU 42U 42 N 20 -40 - 6 -40 -44 AC F.W 4= 47 ■.!h -40 -40 -40 -40 AC FAA) 429D 42 z m eh -40 -40 -40 -40 A. ►w4i 42444 42 x e4 eh -40 -4D -40 -40 AC �wu 42440 42 ■ 00 0/6 -40 -40 -40 -40 Ae F. 42e2 42 z 03 -4D -40 -40 -40 AC r.aH.l 4272 42 0 72 -40 -40 -40 -40 AC ►.DJU 40M 431 z M -.0 J0 AC r,DJU 48" 40 ■ m -44 -40 - - AC F,a/U 4010 44 K 00 !h -10 -W - - AC raHl 44m 40 K m 0h -40 -40 - - AC rAW 40N4 N A e1 eh -40 -40 - AC /,aNl 40M! N K m Wo -40 -40 - _ AC r,NUU 4067 M ■ m -40 -40 - - AC I.0^1 _4a_ AA HA_ W -48 AC raW E W 1/01m70 !Ih -40 -40 _ _ AC /.4W 34 m 1/0. m e/e -40 -40 _ _ Ac r,alu 3444 011/0. e~ ah -40 -40 Ale r,aWu !ae a7 1h z all eh -40 -4D - - e AW: r,(IJU 26 m 1h z a -40 -40 - - AC I.aWU AC raW/W 1�) KACIDIC NJQ rO ALIS 4C IO.Ifl[ tiRlCWrtAL R7A IAM.W r001 ODiAOAnK •V1ALY>a 4 kAvc NOT tFDH fiY4®h tWlf OF t4WA PFIOOYA/l0[ 1p11O 1Q 11[ tAIW ItlSTATIS 7FDT 0[000DT IF ISO OF . A1Rts 1'�IIK erlDl u7M00 4LL 8C Lww To 4" ►w om TO Mrm TEXT Polum C or Q 0el7ALLA700 nA7RWCAALt M00W N DOlOt7[ 01 NMmRY 0700I40 11= !p4' DU ,`,WW�NA444EEI4F AT I tA- BUM a IDIDN 10 rRo1R MlFip O�IOR MIO IFZffWTE S E F ( 10 7i Sm OLYAms I'm my 10 Vwm LOCATIONS Fr 4 IF IDIACT MOM e 0 KD7 UFM M MOM OMRT. ut ANOW OUANITTY UITEO I4IN Tort to= Sm xm Two MPmm7i O90N "mmum MOM rr ELEVATION *: (, TLA Joe ore VIEWED FROM EXTERIOR : No. 42371 ! YOOSEF LAVY, P.E. i v * O[ CONSULTING ENGINEER A a♦ 0l • O.t4► t 1M • Fl 4■ 0I1 -ma O All P W 0700 FONT LAIC 507E / 108 0 STATE OF DAI1A1 TOUR 70243 ASSEMBLY DRAWING rI .t. '•, .N' Z : T. 2140 0-ODN R !14 7 Soon I4m/1m/ION "CLE IM0 men Mrr0#0 J'/ONAL f"� _ I, N/A ``'1 7 1it/o0/DS B msrAaAnoN luo SHIM AS REOT) (SEX NOTES) ONE BY WD00 BUCKBY OTHER ONSTALLATION ANOtOR CAULK BETWEEN•� FLANGE d WOOD BUCK \ /r CAIAK BFill@I I aASM 1 1 4• MIN. Q Q T PERIYEIER CAULK BY OTHER FAA EXTERIOR a.= HEIGHT 6m BY OTI� PRE CAST SILL_/ . . BY oTH1UHs GUNK wrmmK WINDOW nmm • mm CAST Su VAT" %w" 110 ADHESIVE CAULK OR SECTION 1 "'P1O"m EwAL B= WIDTH FLANGE TTPE WINDOW FRAME � JAMB PERIMETER BY OTHERS VAN" WIDTH - EXTERIOR W GENERAL NDTES; 1) SHIN AS REM AT EACH INSTALLATION ANCHOR WITH LOAD BEARDNC SHIM. MAX ALLOWABLE SHIM STAG( TO BE 1/4- 2) WINDOW FRAME MATERIAL. ALLM*KrM ALLOY BOBS 7 CAULK BEHIND WBNDOW FLANGE AT HEAD AND JAMMSILL MUST BE ATTACHED TO THE SUBSTRATE WITH VWILKEH 110 ADHESIVE CAULK OR APPROVED EQUAL 4) ANUCATION O SVULKIM RECOM110 ADHESIVE 10N CAUU( AT FRAME SILL MUST COMPLY WITH SE&ANT S) CAULK FOR PERIMETER SEAL AROUND E(TERIOR OF WINDOW FLANGE B) CLASS THICKNESS MAY VARY PER THE REOUREMENTS OF ASTM E1300 GLAM CHART SINGLE GLASS 15 SHOWN• INSULATING CLAM IS ALSO OUALLFLm. -ONE BY WOOD BUCK BY OTHER Y —SHIM AS REOO. (SEE NOTES) � d 4 CAL" BETWEEN "HDOW rLNNGE WOOD B1 SECTION 2 INSTALLATION ANCHOR CAULK BETWEEN wow Bk= a MASONRY OPENING BY 07HMS G.A. 1 SSB ANNEALED 3 ANNEAIID CALL WIDOW CLASS DESIGN DES10N TAPCON ANCHOR LOCATION SIZE SIZE (INCHES) PRESSURE PRESSURE LOCATIONS CJWACM N PSF CAPACITY N PSF 12 Is1/1.29 -O -00 -2m -2C0 A0 /.wu 17 to I/r . 30 ]h -77 -77 -10 -Ira AC /AHN 14 h . r0 Dh Ir "All -DO -Dr -iM -le4 Al ►.aHN t44s a Ih ■ a eh -a7 -eW -100 -I10 AC FAN 1440 a Ih ■ ®eh -02 -02l -u7 -u7 AlAC /.a is it 1/% ■ N -40 -40 -I= -1» AC arJ.a7U Ir D Ih.n -40 -40 -110 -118 AC D.LralU 17 Ir 1 ■ N - - -ID4 -14" AC D".DJU OQ 20 11 ■ 20 -47 -07 -IN -tar Ac I.ax7 1Na 2• Ih i ah -Or -Or -Ioe -tar At raKu I" . lh . m BA -A -47 _101 -Ia AC /.QZ 01444 20 1/2 ■ 04 6/1 -44 -44 -1W -IW A.0 F.DJU e444e s Ih . W D/e -47 -4a -Im -100 AC F.aW IND n 1/2 . N -W -40 -41 -r1 AC r.a/u Im m 1/2. n -40 -40 -n -A AO r.axl 2e 1 -N -Or I Ac ,.a1u 70.= aD 1/2 ■ b -Or -S -113 -113 Ac I.Wil Md M 1/2■ a• ah -47 -47 -00 -m AC I.a1U X.4 aD 1/! ■ to c/o -41 -41 -70 -A AC F WU 30.444 aD 112 .84 Oh -40 -4o -77 -n AC F.07U 3o.44o aD 1/2 . tb 0/0 -40 -40 -n -n AC I.a7u 374 aD I/2 ■ O -40 -40 -70 -To AC /.aH J 3" aD IA . 72 -4o -40 -71 -71 Ae rAlu - - AC ►.a/u 22 A X 24 -01 -01 -110 -Or AC I.w L] 37 X 0 a/! -40 -40 -47 -47 Lc IANN 24 37 X O Dh -40 -40 -07 -07 A0 La1u 34F4 37 X 54 Oh -40 -40 -as-00 Ac ►.aNU 2N0 27 X m Oh -tl -40 _00 -DO AC F. m 37 2 Oa -40 -40 -0a -03 A0 ►.a1U 20 A X 72 _41)-40-O2 -r2 AC I.a7U -62 -N I AC ►,Oyu 42O 47 X I -4r -tl -4D -N AC F. 4= 42 X as ah -4o -40 -40 -40 Ac r.12" 4.29D 42 X 00 0/6 -40 -tl -40 -40 AC Iw 42444 42 If 04 e/0 -4o -tl -40 -tl AC P.W 42K0 42 ■ ae rh _tl -tl -tl -40 AC IA1u •LOCH tl X u -4DD -40 -40 -4o AC r.01u 4272 42 X n -tl -tl -40 -40 AC I.ax1 4MM X IN -40 _tl -40 AC r.w 4m 40 X 20 -tl -40 - - AC r,ax1 4am N X >s ah -tl -40 _ _ AC faNl 4000 40 X 00 0/6 -tl -40 - - AC F.OIU 44 404 40 X 14 Oh -40 -40 _ AC I.axl 40N3 N X DO 0/11 -40 -40 - AC ►.wo 4am M X ra _40 _40 - - AC I.axl um 1 43 1 72 1 - - _ _ Ac I.alu 1A I, 0 &C LAN' saa 10 . D • 0 40 _ _ AC ,.ntD 34 03 I/O . 00 a/c -tl _40 _ - AC raNA 3444 sa th . x eh -tl -tl r.ou CHINO N 1h X as Oh -40 -40- - AC I.4oU 30 IU Ih X ra -40 -40 - - AC /.aW - - AC ra7u 1) THE A004T AIR r042K AID Im►M tIQICMAt 0001 ldM1 rR011 mFMATIK AMALW1n 1W NOT OFDI P/T4®N OpLls Q M1O1 ININ I Q NILL K WO[ TO TARP T DIX TO ATV R[GR101T IF O LOX 0T D�c[a�N Wa�W7s �A ar>L�7rmWn[ Doa4 I. Wu � urlm m 4m rs DINE m Warol 7m noa2a OF h 41aTALLAIJsk nAXas MAN[ gear N onlo[Te al trJOW orw4D 1a 2/1r' aA ,�..`AAA4V4WOWI IIr � AT IDGIbO 211 M CH O&A m poem YKt-tp OOmIBR rrTO [l WTI 5 E F L rrlr 4) SIN nrvAii M0 e i NmGr HE 4 omm"If01 O1MR7. u2E ANoal mANmr Warm WIN NOR lMmt a i0R M MMaf0A7E 06WON NQY111E Ilmb. ' ELEVATION � . ` Ww.42371 YOOSEF LAVY, P.E. XK. VIEWED FROM EXTERIOR 9 CONSULTING ENGINE Iraeyr•ara[ nN[•rarrne•rA.[ au � P W rSN10 LOOT lIVO fO2R / Im 0 STATE OF W DAUA1 Two 70243 ASSDALY DRAWING A' � � n 04 (214OW-00 r; 2t4 7 1010 14a1/IW0/I070 OW WON) MOM 2/ el 1OR10P.• V .X 2rIrr/O 1 NAL EeV AR Il N/A 4 W2jWW44"•,``,``` w i!/00/03 B rNsrALAna4 quo NSTAILATICN ANCHOR. — ONE BY MOOD BUCx BY OTHER — CAULK BETWU34 MNDOW — FLANGE ! WOOD DUCK Q PEANETER CAULK — BY OTHER / HEM �__ EXTERIOR WEN& FA' Su PEMMETER BY OTHER CAUAX BETWEEN MOOD a" ! MN. 4 FLANGE TYPE �WINDOWFRAME BUCK MDTN-- 9tlM AS REDID. (SEE NOTES) GLAZING (TYP. N/ N SEE NOTES) PERIMETER CAULK BY OTHERS SAY AS REQ'D WHOM MOM (SEE NOTES) EXTERIOR CHE BY HOOD BUCK BY OTHER 1 1 /4- CAN. EMBEDMENT NSTALLA71ON � A � ANaoa CAULK BETWEEN a WOOD BUCK As MASONRY OPENING BY OTHERS CAI" BETWEEN B I M HOOW F7JWGE HEIGHT WOOL Or GE 2 WINDOW WIDTH. -A---, C D ; a MARIUL SILL STOOL PRE CASTz SILL BY 0T1it7NS BY OTHERS .. CAIILK arr* Ell WINDOW FLANGE . .! PRE CAST SILL WITH VUL E M 116 ADHESIVE CAI" OR SECTION 1 APPROVED EQUAL 92LpAL NOTES: 1) SHIM AS REIM AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SIM MAIL MINABLE SHIM STACK TO BE 1/4•. 2)) WINDOW FRAME'MATERIAL ALLOY BOBS 3) CAW( BENND WIDOW FLANGE AT HEAD AND JAMBS. SILL MUST.BE ATTACHED TO THE SUBSTRATE WITH VADKEM 118 ADHESIVE CAULK OR APPROVED EQUAL 4) APPLICATION SVLWNHE fM1116 AO9VE CAULK AT FRAME SILL MUST COMELY " SEALANT S CAULK PERIMETER SEAL AROUND —IDOM OF WINDOW FLMM B CLASS THICKNESS MAY VARY PER TIE RECIARELENTS OF ASRM E1300 LASS CHART. 7 THE ABOVE ARE POSITIVE Is NEGATIVE STRUCTURAL DESIGN LOAD FROM•COWARATIVE ANALYSIS ! HAVE NOT BEEN CAPPED BY RE3LT11 OF WATER PERFORMANCE TESTING, WIRE TINE WATER RESISTANCE TEST REOANEIENT OF 15 X CK DESIGN LOAD APPLIES, P097M DESON LOAD APPIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PREMIRE OF 0.0 P.J. AO9nW N TEST. B) NSTALLA71014 OF I LANOE FRAME WINDOW N CONCQI[ ON MASONRY OPENING VSE 3/IB' DIA TAPOCN ANONGB OF SUFFICOIT LENGTH TO PROVIDE MN. 1 1/V EMBEDMENTN SUBSTRATE AT LOCATIONS SHORN ON WART. D)) SN E ELEVATION FOR KEY TO TAPCON LOCATIONS 10) IF CLACT WIDOW IS NOT LISTED N ANC(* CHART, USE ANCHOR QUANTITY LISTED WITH NDR LARGER SIZE. FOR THE APPROPRIATE DESIGN PIIESSL1Rf REM 1 fJ ELEVATION VIEWED FROM EXTERIOR E 2 W nl-Tww G 5 E F ( MN1F iN•'6��IY� � i No.42371 A W � O STATE OF F 46 'I.0R1OP 1i . 'FrF�1f/0NAL del`. G.A. 2 WINDOW MSS DESIGN ' DESIGN TAPCON ANC00 LOCATION SIZE (INCHES) PRES9AE PRESSURE LOCATIONS CAPAOTY N PSF CAPACITY IN PST 11 x to 137 -137 1" -1n AD F.VU 12 x 14 M -M TOG -too NO F,4NI I x 10 74 -74 IM -ICAO AD I,4NI 11 x 3/ M _10 144 -IM AD F.w 12 x a n 01 137 -137 All 11 x 00 07 -07 - - AD f,1l/M 1 . n e0 -eo AD rAW U 3 O toe -1M IM -1M AC F. NJ H % N M -a 130 -130 AC F,ttl4 Ie x 30 30 -00 123 -123 AC FALL 11 x >• 41 -11 Ito -111 AC fAIU 11 x a a -40 IM -IM AC /,ONI 10 x so a -40 - - AC TAW t0 :4 n a -10 AC F.4W 24 K It M -a 132 -1 to AC F,4HI 24 K 24 as -eo 1. -1M AC ►ANT 74 R ]0 44 -44 too -100 AC Cam 24 1 >s a -40 n � AC r.wu 14 f a 40 -40 Is-M AC ►.m 24 1 so a -40 - - AC r.4/M 24 1 n a -40 AC FAW b . 10 47 -7 120 -120 AC F'm a 1 24 41 -41 M -40 AC r,4H1 32 1 20 a -40 n -01 AC F.w 30 40 F. 32 K a a -a 10 -so AO CUM 32 K 1040 -40 - _ AC F.0I11 32 R 71 40 -40 A.0 r.0" 30 11$ 41 -11 Its -114 AC FAM 30124 a -40 D -e7 AC ►.oN 3e 1 30 a -40 n -n AC J M f a 40 -40 a -4e AC ►.OJU 30100 a -40 _ _ A IMC /A >• x n a -40 AC FAIU a / 10 40 �G 1M -IM AC F.IUU a f 24 a -10 M -a AO ►,OJU a 1 N 40 -40 N -02 Ac F,0.1U 4.40 r.0 a 1 40 a -40 4400 -a AC ►.aHJ a f M a -40 - - Ac a 1 71 40 -a AC r.WU so f fe 40 - 0 104 -104 AC rAi4i so f 14 a -a 0e -01 AC F,OJU eo 1 30 a -40 40 -40 AC F.QIU 80 2 31 40 -40 40 -40 Ac F.aILI /0 R a a -a a -40 AC F,41U a 2 M a -a AC rAW 72 1 u a -40 101 -In AC F.WU 71 4 24 a -a ID -41 AC r.O.H3 72130 40 -40 a -a Ac F.Qw 72130 40 -40 a -40 AC rwu n 4 a a -40 40 -10 AC ►,41U n f So a -a - -I AC FAHU M R IS - - M -00 AC FAHI M 1 24 - - a -a AC r,11Ju 14R = - - a -40 AC r.ov ►.41U N 4 a - - a -40 AC r,4Hl M / 11 - - M -M AC I.w M R 24 - - a -a AC r,0J11 M % 30 - - a -40 AG ►,41U M 4 35 M x q - - a a -a -a AC AC F.WU r,OJIJ YLA JOB /04-021D v„ YOOSEF LAVY, P.E. CONS1Lm10 ENGINEER WD a t14; r • a41in W • rd ` dRW • Yen O TMfI nm FIRM UVE Mix F too DUTAS 7E](A3 70143 ASS MY DRAWN-) r. (LI4�W-OWe r: 214}MO-0007 w 14W nL PM14E WOW AR IP 1 N/A RnMATO114M IM INSTALLATION ANCHOR TWEEH ONE BY WOOD K R BUCK BY OTHER OPENING S CAULK BETWEEN WINDOW11L I FLANGE h WOOD BUCK SEE ABLE I. PERIMETER CAULK BY OTHER 1450 HEAD I S141M AS REO'O (SEE NOTES) EXTERIOR SHIM AS REO•D 1459 SILL (SEE NOTES) PERIMETER CAULK BY OTHER J T!9 f: CAULK BETWEEN WINDOW FVW(X h WOOD BVHa( 1 ONE BY WOOD BUCK BY OTHER CAULK BETWEEN WOOD BUD: k INSTALLATION ANCHOR MASONRY OPENING BY OTHERS SECTION 1 GENERAL NOTES: 1) SHIM AS REWIRED FOR LEVELING. 2) WINDOW FRAME MATERIAL 10 BE ALUMINUM ALLOY-6D63. 3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, k JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSURES FOR GLASS THICKNESS MUST BE DETERMINED PER ASTM-E1300 CLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OF. MASONRY OPENING USE A*0 TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM Ij" EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. B) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR 04ART• USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. a v INSTALLATION J ANCHOR CAULK BETWEEN WOOD BUCK h MASONRY OPENING BY OTHERS 24- ONE BY WOW ONE BY WOOD BUCK BY OTHER BUCK BY OTHER SHIM AS REO'D (SEE NOTES) a — 1455 JAMB 145E JAMB — c -3036 BULB VINYL SEAL 3035 METAL GLAZING BEAD - CAULK BETWEEN WINDOW "ICE k WOOD BUCK I CAULK PERIMETER CAW( BY OTHER EXTERIOR SECTION 2 ELEVATION VIEWED FROM EXTERIOR GA 2A COMPARATIVE ANALYSIS R ANCHOR CHART FOR MOM ALUMsON SERIES 13WI105011570 RCRAK 901D09 r9ZE V I9 loan RiAtOI O 6113r wAu � � -- M MAW I[o9.m M RAW OwvDDESONPREMM OCRIMPRMSM MgMPREMMStL AI UOI A} EACH wAOn (PSI) wM7Y VSF) wAOtt M K� UM! �� AU0 -70 - - 2 2 1 } 11 -46 - - 2 1 1 2 1 1 - -33 - 2 2 2 1 2 1 - -53 - 112112 - -A7 - 7 7 7 1 2 1 1> 70 ■ 73 - - -60 2 2 2 1 7 30 7 30 -32 - - 2 x 7 ! 2 1 30 i s - -37 - 1 1 7 1 1 1 30 1 a - -0 - 1 2 2 1 1 1 30 R 30 = -H 1 2 2 2 7 1 33 [ 00 -57 ! ! ] 7 7 ] 30 t 73 -46 2 2 3 1 2 3 35 R 30 -H 2 2 2 1 7 ! NSiALLARON ANCHOR ]0173 - - -a 2 x 2 2 7 3 \� `—CAULK a t ]0 - -57 - } 7 1 1 1 1 BETWEEN WOOD BUCK k w■ a a ■ a - - -As - - -67 t 7 2 } 1 7 7 1 7 7 7 ] MASONRY OPENING -61 2 2 1 1 ! 3 BY OTHERS ateo - - -a 2 2 7 2 2 3 a[ 73 -a 1 2 3 2 2 4 H■ 30 1 7 2 ] 7 7 AA t 40 - -AI - 7 2 7 1 ! 1 H■a - - -56 1 2 1 1 3 3 4}1111 i 4 r� No. 42371 ,0 STATE OF 2 I6F1111,;0 N ;L % H R 73 -a 7 2 1 7 1 4 a■31 - -a - 1 ! 1 1 1 1 b t a - - -63 1 2 1 1 ] 1 a■ 46 - - -36 7 x 7 3 3 ] a} 50 - - -SN 1 2 7 3 3 ] a■ To - - -N 1 1 1 1 2 3 a . 73 -a 1 2 2 1 7 4 60 [ 30 - - -53 1 1 1 1 3 1 00 ■ AS _H I 1 } ] 3 7 60Ra - - -a ] 1 1 3 3 1 a[Sa - - -H ] 7 1 1 3 1 60 ■ a - - -a 1 } 1 ] 3 3 60173 - - -a 1 2 3 3 3 4 73 [ 30 _ _ _a I 1 1 3 3 1 A[ -A0 7 x } 1 1 2 73 i s - - -40 7 7 ! 4 1 7 73 ■ 50 3 1 1 • 7 Single Glaze TLA JUU /04-24Z n YOOSEF LAVA, P.E. _ AG - CONSULTING ENGINEER Iml 6. u.q r • t..a.. n H}ot • rn 1. u1w • 7.4a n >Sal SSW FOREST LANE. SITE / 100 OALLAS• TEXAS 75243 ASSEMBLY DRAWING (214)340-0049 F:(214)340-0067 SEMES 1350/1650/1670 PW FLORIDA LICENSE /42371 I>AN. a.RP 4c+1t A YL N/A .uP. �1/OS/04 p U 1350ASSY4 INSTALLATION ANCHOR - ONE BY WOOD BUCK BY OTHER - CAULK BETWEEN WINDOW - FLANGE k WOOD BUCK a PERIMETER CAULK BY OTHER 1450 HEAD -� EXTERIOR 1459 SILL - PERIMETER CAULK BY OTHER a CAULK BETWEEN WINDOW - FLANGE H9 WOW BUCK ONE BY WOOD — BUCK BY OTHER INSTALLATION ANCHOR - GENERAL NOTES: CAULK BETWEEN MOOD BUCK MASONRY OPENING. BY OTHERS Q T ONE BY WOOD ONE BY WOOD I BUCK BY OTHER BUCK BY OTHER S-E SHIM AS REO'O Q TABLE v (SEE NOTES) �� Q _ IISB JAMB 1455 JAMB r -3036 BULB VWTL SEAL J SHIM AS 1111. =LLINSIALLAl10N 3035 METAL GLAZING BEAD (SEE NOTES) CAULK BETWEEN WINDOW FLANGE h WOOD BUCK CAULK BETWEEN WOOD BUCK h PERIMETER CAULK PERIMETER CAULK MASONRY OPENING BY OTHER BY OTHER BY OTHERS EXTERIOR 911M AS REO'O SECTION 2 (SEE NOTES) % Q IXE TABLE L-CAULK BETWEEN WOOD BUCK k MASONRY OPENING BY OTHERS SECTION 1 1) SHIM AS REWIRED FOR LEVELING. 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063. 3) CAULK BEHIND WINDOW FIN AT HEAD. SILL, h JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSURES FOR CLASS THICKNESS MUST BE DETERMINED PER ASTM-E1300 GLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF If,% OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF• DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE A•I TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 11' EMBEDMEHT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. 8) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. 24' ELEVATION VIEWED FROM EXTERIOR CA 2B COMPARATIVE ANALYSIS A ANCHOR CHART FOR COHERAL ALWOAAM SERFS 13W/IBIO/1070 PICTURE WINDOW 441ggM MAXflM O ^ mK>•! wAr01 O 4 "m MAXI 0II �XR 14n wr tY>•') aMe.e X91Hn Xn1 s M'7 aMros 4rua 1.M o lA► arow Maaw� In HRw[ 1' H41wAAH Owm1Oa Ralf r rlwt 1-1 MpXr f1rmMOA W MJ m IA WOTH/ 0C9W PRURUQ DESIGN PFC32M CCXX Flm4XC AT EACH HHUD SLL A7 EACM RL <F HOOKY CAPACITY M CAPACITY 0'1» CAPACITY(P� JAMBHHEIO Jum 20 ■ 30 -00 - - x 1 2 f 2 1 20 ■ 0-w - - 2 7 1 ! 1 2 20 X 40 -47 - - 2 2 2 1 1 2 20 X 30 -45 - - 7 I 2 x 2 ! v D 20 ITw 20 X 71 - - -a7 -92 - - 7 ! ! 1 1 2 ! ! 2 2 2 a 30 ■ ]0 -70 - - 2 T 2 2 7 7 30 X 2 2 2 2 1 2 30 X 4a -N - - 2 2 2 2 7 2 30 X 50 -4] 30Xw - -M - 2 1 1 2 1 ] 70 X 73 - -w 2 2 1 2 2 3 A■a0 -19 - - 1 1 2 2 2 1 NSTALLATION a9 X w 7 1 7 7 ANCHOR v ]0 X w a0 X 73 - - - -]. 2 7 2 2 2 a 2 2 a 7 2 4 , X 30 2 1 1 1 GUNK BETWEEN WOOD BUCK h w X w -40 - - 1 2 1 1 2 1 MASONRY OPENING a X 4a - -51 - 7 x 2 1 ! ] BY OTHERS w X w 2 1 2 7 7 7 2 1 1 7 f ] 40 X 73 -52 : 2 a 2 2 1 H X w -40 - - 1 1 2 ! x 2 NX 40 -N - - 2 2 2 1 2 1 u X a- -47 - 1 1 1 2 2 x u X w - -43 - 1 2 2 1 1 ] u X w - - -94 2 x ] 1 a 1 N X 73 -51 2 ! a ! T 5 4a X 39 - -01 - 2 1 2 a a 2 M■ 40 - -11 - 7 2 2 ] a 2 40 a 50 - _47 - 2 1 2 1 1 1 40 X w - - -52 7 2 ] a a 4 .a X 73 -10 2 2 ] ] a 3 w X 30 - -0 - 7 1 2 a 1 1 w X 40 - -42 - 2 7 f 5 ] 1 w X 40 - - -02 a a 1 4 4 1 w X w - - -w a a 7 ♦ 4 a w i w - - -52 2 2 2 4 4 4 w X 73 -45 2 7 3 3 3 1 73 X a9 - - -91 a a I 1 1 1 /1 R 10 - - -52 ] a 1 / 1 2 11 X 41 - - -10 a 1 1 1 5 1 73X 50 - - -w 1 1 1 5 1 3 73 IT00 73 X 7] - - - - -Q -40 1 5 2 1 1 a 5 3 1 . 4 4 Ow TH ,,,NN N1111 S E F L 41111 '7 AP No.42371 SP 0� STATE OF ? AAi F ' P� O R TOP•' (i s E11111s/ONAL Ee' 1111774444�```` Insulated YOOSEF LAM P.E. CONSIA.RNC ENGNEER 955D EYXTE9T LANL SuITE / 106 OANLAS• TEXAS 75243 is J214)340-0049 R(114)340-0097 Iml r Goy 9l • OraiA D 7!1 •Id W] 211Rt •lHrA D 7S/1 ASSEMBLY DRAWING sours I]50/tOSO/1070 PW ftAur JB YL N/A p • - OB/10/OA B I 1 550 SY5Y TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE k FILL STRIP-� SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS FLANGE TYPE WINDOW FRAME HEADER - FLANGE TYPE N n•g WINDOW FRAME SILL PERIMETER (:AULX BY OTHERS CAULK BETWEEN WINDOW FLANGE R WOBUCK OD e a CAUL( BETWEEN FILLERSTRIP R BUILD DOWN BY OTHERS 1 1/B- MIN EMO ME14T BY OTHERS. SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR. GLAZING (1YP. HOGHT SEE NOTES). Cj 1 1/4' MIN EMBEDMENT. CAULK BETWEEN WOOD BUCK kJ L-INSTALL-A MASONRY OPENING BY OTHERS ANCHORS CCr %TIIIAI •1 J.A. 5 rslrcnu NOTES 1) SIOY AS REOD. AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIM. MAX ALLOWABLE STACK TO BE 1/4', 2 WINDOW FRAME MATERIAL ALLOY II063 3 CAW( BEHIND WINDOW FLANGE AT HEAD, SILL R JAMBS 4) CAULK FOR PERIMETER SEAL AROUND D(TMOR OF WINDOW FLANGE. 5) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 CLASS CHART SINGLE GLAZING IS SHOWN, INSULATING GLASS 1S ALSO QUALIFIED B) MM WATER RESISTANCE TEST RECUUMMENT OF 13X OF DESIGN LOAD APPLIES. P09TIVE OLSHN LOADS WILL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF E.0 PSF ACHIEVED IN TEST. 7) IJ 6- TAPCOi TYPE INSTALLADOH ANO(OR MUST BY OF SUFFICIENT LENGTH TO PRONE A MIN. 1-1 4' EMBEpENT INTO SUBSTRATE A NSTALUPON SCREW AT HEAD AND JAMBS MUST BE OF SUFFICIENT LEWIN TO ACHIEVE 11/B' MIN. EMSEDM04T INTO WOOD FRALMINO. 3/16' Olt TAP0014 ANL110R A )d INSTALLATION SCREW TO BE PLACED /' MAIL FROM CORNERS ! 21' MAX O.C. MAX BETWEEN. B) BUILD DOWN AROUND THE CURVE PORTION OF WHIM FRAME TO BE ENGINEERED BY OTFERIL BURR DOW/ MUST BE OF SUFFICIENT STFENOTH TO ADEQUATELY TRANSFU LOAD FROM WIDOW TO THE STRUCTURE. Y) ELEVPRODUCT TIONS M TWO OONFCMIMON �RATAO S. THIS IS M07 S�HU T INTENDED ALL CCMFIGI(UgRA71OONTO LIMIT USE OF S OF FIXED WNDOW FRAMING Mid, WINDOW 1--VAMOW WIDTH ELEVATION VIEWED FROM EXTERIOR ��..•VVVVII4IL S E F [ RLPF S No.4t771 � STATE OF �iAA mac^ f'[ OR 10P•' 6 HEIGTH ( SHIM AS REO'D (SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB � v I EMBEDMENT GLAZING (TYP) --y SEE NOTES — INSTALLATION ANCHOR. ' CAUL BETWEEN WINDOW RUNGE SHEATHING ONE BY WxID PERIMETER CAULK BUCK BY OTHERS BY OTHERS CAM BETWEEN WINDOW FLANGE & WOOD DUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR 1W. IOi IT. 0* DL • ewwom a ms • III Da 4�(MR • mok a fl9I INSTALLATION DETAILS TWO BY BUILD DOWN SERIES 1430/1550/1570 DESIGNED PICTURE WNDOW 01STALAIICH 1450 PW INSTALLATION ANCHOR CAULK BETWEEN ONE BY WOOD WOOS BUCK R BUCK BY OTHER MASONRY OPENING BY OTHERS CAULK BETWEEN WINDOW FLANGE h WOOD BUCK ^ 1 SEE �I ` a TABLE PERIMETER CAULK I 11 1 1 I BY OTHER 1450 HEAD -� I I SHIM AS REO'D (SEE NOTES) II SHIM AS REO'D 1459 9LL (SEE NOTES) PERIMETER CAULK BY OTHER J a TAABB, LE CAULK BETWEEN WINDOW FLANGE R WOW BUCK OD ONE BY WO BUCK BY OTHER CAULK BETWF_EN WOOD BUCK N1 INSTALLATION ANCHOR MASONRY OPENING BY OTHERS SECTION 1 0NERAL NOTES; ONE BY WOOD BUCK BY OTHER SHIM AS REO'D (SEE NOTES) 1458 JAMB r. 3035 METAL GLAZING BEAD — CAULK BETWEEN WINDOW FLANGE N1 WOOD BUCK PERIMETER CAULK BY OTHER HEIGTH 1 2 1) SHIM AS REO'D. FOR LEVELING. `��NYN111 3) CAULK BEHIND WINDOWIAFLANGEYATOHEAD• SILL k JAMUS. S E F l L I I IrIJ 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. raJ 5) CLASS THICXNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 CLA , i SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO OUALIFIED L Q� 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15X OF DESIGN LOAD APPLIES. PFTIVE• NO. 42371 WILL DESIGN LOADS BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF B. �F;r 1 ACHIEVED N TEST. F 7E W 7) 13/18" TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH . 0 W TO PROVIDE A wNAT HEAD AND . 1-1/4- EMBEDMENT INTO SUBSTRATE /8 INSTALLATION SCREW ,� STATE OF _ INTO WOOD FRNJINGS 3/16i DIABE �APCON ANCHOR RSUFFICIENT TM/8 INSTTO ALLATION IEVE 1 I/SCREW TO MBE "/E • ...�R (... G PLACED 6' MAX. FROM CORNERS k 24• MAX O.C. MAX. BETWEEN. AL B) BUILD 0OTHE DOWN OFURD DOWNOTHE CURVE PORTION OF WINDOW M MUST BE OF SUFFICIENT STRENGTH FRAME ADEOUATELY TRANSFER BY 111110 N, 4��``,• LOAD FROM WINDOW TO THE STRUCTURE. 9) ELEVATIONS SHOW COMMON CONFIGURATIONS IT IS NOT INTE?ND4_�D 10 LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS 10) IF EXACT WINDOW SZE IS NOT LISTED IN ANCHOR CHART, USE OUANTITY LISTED WITH NEXT LARGER SIZE. SEE C-7 INSTALLATION ANCHOR 0 CAULK BETWEEN WOW BUCK R MASONRY OPENING EXTERIOR BY OTHERS SECTION 2 C'l C'\/ATI/lt\l VIEWED FROM EXTERIOR ELEVATION VIEWED FROM EXTERIOR GA SA COMPARATIVE MALY313 ! ANCHOR OIART FOR GENERAL &IM MMM SENSES 1370/1OW11670 0E510E1 P. W. 4xY0GI un�r n an •ni ,nr 4tr MAmI v P m[re MAmI o .1tY MrA] tm s PM Im a Dm ,MYa+a W elver . ne,e,ra ,4tna� w rtra P ,eexY 13■mOR ■cawm w rlww 1-, M4rr O10EO,DrI tDTK/ 0f9011 PR69MK DESIOI P/RS9MQ 0EPIN PRESYM MM S■L AT EACH WAD Su AT EAC 10011 CAPAOTY M WPAOTY (PSI') CAPACITY (PST) JAW JAR! m 1 30 -w - - 2 1 1 1 2 1 m x 40 1 2 7 2 1 7 m■ N -47 - - 2 2 2 1 } 2 mxw -43 mxw - =n m■73 -62 2 2 2 2 a 4 30 x >D -70 - - ! ! 2 7 2 2 30 ■ N -53 ]0 It 40 -N 30 ■ 10 -N - - 1 1 2 2 7 7 >D ■ 1500 - -N - ! ! 1 7 1 m M 73 - -M4 1 7 3 ! 1 3 30 ■ 3D 30 ■ N - -53 - 1 1 1 1 2 1 m■ 30 - -v - 2 1 7 2 1 7 30 M w - -N - 7 2 2 2 2 3 35173 -34 7 a 3 40 A 30-w - - 2 2 2 40 x 40 - W - - 2 2 1 2 ! 1 40 x N - -31 - 7 2 1 ! 1 3 40 x 30 - -N 2 3 40 x w - -, - 1 1 a 7 2 3 10 ■ 73 2 2 2 7 7 N■ 40 -N - - 2 2 2 2 1 1 N■ N - _47 - 2 1 2 3 3 3 44 1 SO - -45 - ! 2 2 3 3 3 N■ w - - -64 7 2 3 ! 2 3 N t 73 -51 7 7 3 ! 7 4. [ 40 - -5, - 2 2 2 3 3 2 N■ N - -N - 1 7 2 3 3 3 N■ w - -47 - 2 7 1 3 3 3 b■ w - - -47 2 2 3 1 1 3 N Y 13 -50 7 2 3 7 ! w■ 30 - -43 - 2 2 2 2 7 2 w■ 40 - -42 - 2 1 1 1 2 1 -47 3 ] 1 1 3 i w■ SO - - -w 3 3 2 3 3 2 wxw - - -52 7 7 2 2 1 1 w x 73 -43 2 2 3 ! 7 ] 73130 - - _53 3 3 7 3 3 7 73 ■ N - - -50 3 3 2 4 • 1 73130 - - -50 3 3 1 • . : 73■50 - - -0 ] 3 1 4 1 3 HEIGTH YLA JIAU /0 YOOSEF LAVEM,, P.E.P. CONSULTING ENGINEER 9550 FOREST LANE. SUITE 1100 1m1 3. D.p TIE• t4n6. D 75om •rn 2M nwn •0441A n not INSTALLATION DETAILS TWO BY BUILD DOWN DALAS. TEXAS 75243 (214)340-0049 F:(214)340-ON7 SERIES 1350/1650/1670 DESIGNED PICTURE WINDOW FLORIDA LICENSE /42371 ... ,7w AR — fA - N/A 17r aro DA I0 rc 14/04 we ruuew JBI 1350DIS-ASSY G.A. NSTALLATO)1 AIIOIOR INSTALLATION ANDIOR SKN AS FWD ONE BY W000 ' CONCRETE OR ��!! 9f]IEM ((IMP. 3/16• CIA TAPCON (� N0�) BUCK BY OTHERS MASONRY OMINC aMIT>E TAPDON9 AM BY OTHEAs Not REO•D.) CA%JLX BETWEEN Dorn FRAME ' woo mm a � INSTALLATION ANCHOR ONE BY WOOD MASONRY OPENING BY OTHERS D /a eCIEM (M. 0Y BUCK BY Onwis Q GLAZING (SEE NOTES) I TAPDONs ARC NOT RWIX) 4 1-1/4' kW. A . ( N�OTCrzS)C 4 e � oRCONCREaaY D BY OTMOONSTALLATION OPDOIOIrl ANORON]/Ir DLA TAPOON sTuomBY oniss CAty arnwx7NB000 am • MAYY �i704CBY PU METER CAUIX BY OTRA9PERAQf[]I OTHERS UWBBY OTHERS HEIGHT STUCCO BY OTHERS I-1 ♦• CLAZINO [M (SEE NOTES) pCrtf00R NDOOR MOTH 1/4' MAX 1/4 SPACE SECTION R-R UULX BETYE'DI MD00 CUOC • ONE BY YAYY CPETdO WOOD am 4 • By Dn[ry 0Y Orl"s •. I I n -/ • 4 4 4 SLIDING MASS DOOR • YIN. IH170f STRIP ./ Iy 4 LIBERALLY APPLY CAULKING • . [liDl�ENT UNM SILL OR SET SLL IN BED OF CONCRETES v Q 4 GLAZING (91 NOTES) CONCRETE GR UASD Nt CHOFI MASONRY o7u•Nc SECTION A N 16- -A DI Y N By aTHon ]/Te• Ow tAPC01 mID/ 00A MATMAU AUMMAI At1DT •Dat AAOOM IAMY m OF Y►K>OR 1mCN m AQWW WL O�IOR OF 1-1/e MID TA�70.1Y A W�IOtR� ALTOIIA( TA►m1 MIAUAO M AMOOM FRONT m LUX 0I ALL FWM IOMOR 4 II< LAM C Aa ION PEIUKIQ W& ANONM KFUM OF ODOR • I CYICF DOOR Q ■ 110E LMM M AIOIA OMIT. UM Ab1A CUMC f US= ■M NVIT LAM= MS. M DR AFIIIQILLII EOM FI1aR Imm • IA POO4T WM 1® UK CAGY IWAU WM 110E A CIMMRATIOI TO MINN OFC•Na SLJDINOO aF�i•11M". aAt•=% uTw Alm AR101m 10/!Om aAs T•DDes rAr 1W1f HO 1l4J0IOHZI11• DI7F�ALOOR I) AL ►ACIOIR APPLE 11O2I TOY aa0o M TAR= A1104011 D OW W rum WM P 1I>O W r mm1T mm 10 For" WL Wr OINtmeD s m woo sum P 4AIM / ■L CD Wm ■ WA1m MN A 0ua ATIR wm WJLM HOOK STRIP DETAIL I Y•M AS WM AT EX IIT W IASIIYLAm1 M01OR MAL ULDSMA " e901 m S 1/4' •.: II All IWAUOOI IAMAI NAO4F t WM IF W=Q N IMMANT I WM& • . 1 Mf01I Y nMv=W MOMM FJM YC Y nolanD I I® FMM AFTIO,O OWM MIMM AM AS LMW a •OIAIIAOOI DYNL ,7I NOT ALL CIMMARA1130 UPW MM AIM IIHCW ON vo ONAIM NOWAX DWALLAIM O:IIOt! *A C. V-r A 1I0120 NOW KIM NRY 10 •MOIMION W ALL AFPMOIm OO/INAM000. l4 an AUAYS lAAM Wfum TA/m1 MIOOM To R Ir at I SKIM 430 ■a•M QAWI 000110 MOM THIS40 PWT ALm APPLIES 10 4E0 A 4WIM I MOM DOA ■ PMTAUm ■ ••A Plum UIRICRt Ui /p1/ Io n IF VOT1mR LOM,M TO ADRK /-sir WL Disomm Im ampulL PMQ PO sm" or FIIOM OOIOM A Ir 04 am TAPCON INSTALLATION CHART CALL DOOR UP TO 46 PW a1 PSF UP TO LIP 70146 P 61 PSF SIZE SIZE 45 PSF TO 50 TO 70 70 PSE 45 TO aD 70 70 OP PSF OP PSIF OP DP PSF D PSI OP No X0. OL xx IO X a0 ] ] ] 4 ] 4 4 60ea X4 OL 1O 72 S m 4 4 4 4 ] 4 S am Xq OX, )o( se IT 0o a S S 4 ] 4 e loosa )0. OL )O I20 X e0 0 I 7 4 ] 4 S BOND XO. OIL XX 0o X 9e ] ] ] 0 4 S a ow xo. Cy.Xx 72 x . ] ] ] 0 4 S e sow xD. OIL1O M X 06 4 4 a 4 0 a S 9050 ORO 10IA IT so S S I 4 ] 4 a 11T0II Olm 14a-DA X 80 7 7 I ♦ ] 4 a iSO1a am 191-3/. X eo 0 10 11 ♦ ] 4 a 7900 = 91-3/4 X Is 0 0 S a 4 a a 9060 Oro 100-3A X M s 0 0 s 4 0 e 12000 CXD 14e-MA .0 7 I °wiailA] 4 6 ; e •/M ] 4 ••eI xO 100-" IT00 e a 0 4 ] 4 a 120M XO 14]-•/,• x 00 7 7 e 4 ] 4 S 76eD Has--" x e a s e e 9E0 4 e 201110101 105-9/0 X 0a S S e S 4 a 6 12WO X{X 142-" X N 7 a I 6 4 0 0 • 13 0 _ _ NA 4 120H O010. XXXx 144-•A IT aC 7 7 a 4 ] 4 S INN am )ODO let -ETA X a0 9 10 12 4 ! 4 S 10000 C= 1000E 120-V• X Tb I I 7 0 4 a a O. OO. IDCO CO 144-•A X 06 7 e 0 S 4 a I -9 w 14 s OfdEDMD/T 1MHDON WIDTH -- -{ A - eTucco as MAsOR MAS C olwr BpowG BY onav+s BY Cram A �--9 mucH a EXTERIOR ELEVATION SLZIENO GLASS DOOR HOCK SMP INSTALLATION ANCHOR 3/16. COAL TAPOON .. ),IAh%. , . v c^ 100E [ LIL • OIniL R 1�01 • /d IEF 111011 • DIIq rt 7�1 SERIES 420/430 440 SLIDING GLASS DOOR ALATON DETAIL N A02.7 -vo— FBe 02 20 2 B GEN=0024 �.� a �R M�sf, •! >• Y�1\et AINL iN At M�l�l MiA AA 11•AN •I �44r b 4/ fa• Too •Y FOOD OUOA AAIIIDR OROO T 3/1•• out TAPCOL r 1ROM araRro a IS-1/Y ac MAX BY 011 K paQs 79Y{aI 7 x • f000 W. By OTH (SEE MOTE 16) >fw AS REO*O (su moms) 4 0 p n er onloRs PCRINc1a CAULK eY OTIADtf DOOR I1"AML EXTU40R GLAZING 0a Notts) I BY 96TALLATM AIOa A BMW -fAIAR IE71M aUm sm • MASONRY oPOMO BY OINM DOW AS mm t-1 •. 1IL � (SEE Mons) I FRAME • 1��+• r INS CALL DOOR JAMB coIlm; ia/RATION CONf IN04ES GLAZING (SR MOTES) OR WtW{IT OPEIG BY OTHM so" )A OR >Q Goa k0. Ox• xx Gox 00' 77 x soamNO.axIO wxw ' 10008 NO. Ox. xx 170 If w Wool 7D. ox IDI ewo Ito mt IN 801 w O0@0 10% COL xx w L w p 1110 !A ONION ttua AA•d10R Bats am' 10Y-7/• x e I ►OWETER CAULK BY 0114m slucoo By OTHERS am HEW 1 Dom IMTN - CAULK KTWW HOOD INAOL A, 4 ♦ MArV OPOANO v BY OTHERS ATION ANCHOR CHART aa//11r out p foE11s 7 • otA iAP601S of INaLL IN NEAO Ai : ,,, — 3 • b e 3 3 ♦ 7/Ir O1A 3/141- tiow oxo 115M la3-3A x w 7 9• TAPOO G" Ok0 191-y� Y e0 9 /ROM raw! nw ONO tlw0 ox0 01-3/• x w 109-SAr k w b e at 12080010 t♦S_!p Y w 7 MAIL 9Y OrWM 0 x •n ' INSTALLATION p ANCHOR {O{e IOx 130" Imt 100-OAS x w 147-L/M x w S 7 ja scww 150" SIX17e-•/M k w a 76e0 )GO w w" x w S ow0 Rex lo•-•/b k w b ' CAULK a[?V M'M 17000 xu IQ -I M t w / woo BUCK ! By OTHERS In" 0101a " m Iu-" k w 7 Iowa am ID001 197-AM x a f Ioow mm IDOL 170-AA x go O7ot4 10001 IH_{A k w 7 1/4' MAX 3 BY • OR I.17w0 Slim WAoi 7 x e wO0 VOCK BY OTIQIS SECTION B-B (SR NOTE to) • LBCAALLY APPLY &WONG • GLASS OOII w T • , UROM SLL OR SET SLL IN HOOKEMN NOOK STPoP 30 O/ COMCWTE o Q• A — SECTION A-A� d Um aw 1) am YATpI•: AL M ON AIIOT •O & >D rM071 iYl rSTALLATIIIN CMQP3 • 11 WAY K a !/►IODNT LDIaM 10 ACNIM ROL OAmAD11 v I W' L•10 WOARY a TSMiDACw.' RXf MSTALLATNr ANDOM MLIST K 0/ A1I110D11 LAMM 10 RO OW A 1�L oASmNOfi CI 1• am I.0 {Y now MAR ALLaH11 IAIOOI - WOI A101oR7 /NOIY A •rCK r !RW[ >LL • II1E III AM ottBR01 v OTx{t tU31 { • COACT ooa aTs a 1cr Ilsrm M {aYuu110r A110O1 Iw[ vaE ARloo alARen taTm LYIN 1xxT MA001 ACT 6 NO N INS LLR "a 1111 APPOOrMIC Ocm PRY!! mom A FOR I'OOaI GOON '— ILK lii0— el►Aa "LOGIN III • LV•'I M"M "Pb0 "O CL Tl •TREAT. LL •CHINA 7.Ox O,AID ALK APPRDIm. wowum, &AA I/AOINOS WY qRY P•>t RmO.00Ia LY AM CILOO GLASS CHARM h ALL /ACTWT APr= NOD Not CCm m Ia TAPG41 mom "mu K FLL91 Ulm A RIDES• O 11" ONT LOI{IN A PR0009 MIL I' Oa6OAD Rr1 sm Two {Y M7WaR. M• / ILL COLDS AR 10 K RIND WIN A WALL JOINT KAN QALM AT CA T 7 OWN IAIM M 04M MIN LOAD KARON MMl MAL ALLOINdU NY {TACK TO to w Ai �SET K t/r. 11) ALL e6TAW111D1 AMOCO MIST K MAIN OF OCIP0D01 RESISTANT AMTRLALS. ' it rrr�n womma PmeL AIM K monso A PO® MI6 APPW41M 00TIIOmmis AR AS CLAZING � oIa NORs) 13) MIT ALL COOIO MIC1a U{t>9 A{OIR AR saw A tw DRAMr 110LxT01 PatALLAt101 RSROIa •A -A'. '{�• • Pon 9s MAL APPLY to AAiTALLAtld1 O' ALL APPI1o•m CCVOIAIIOa. SLICOIC CLASS 1•) MAL ALLOMAa3 TPACMO WnW to/WIN MCmans M PUK B L 10 K 7/• CA DOOR NTtmio I 111 sm" Ale SUIN I GLASS DOOR a Dow a" PIM•T ALSO AP•Ias 10 0 4, w mum HOOK STRIP Io D{ IR VA =0 BUM 10 K TQLAwLY PAYgIm 10 NANWER INE LOAD A 009 MA,SOMOT. OOCHM 00 QOiA DETAIL 61RUCTUAL •IA MIt in OI701 PR•Z•,R WAOTY or FROM[I TO R sae P!. CONCRIM OR IAASCWY OPENING d By OTHERS d' t-t •' tot d EM�TI'o" a '3 3 3 7 • b ♦ • ♦ • • s S a s • • e • 7 • 7 e • b 3 3 i i i i e ♦ 1 b 3 i • • s • e • 7 • s 1 { 7 9 10 • e 10 11 p 17 14 • S S b S s j s a 0 e e e a 9 a l0 tI 9 e 1 17 to 13 1{ I { S • S e 7 • S 7 e 7 9 to • S 10 U 9 t7 14 s s s b s • e s 9 s 9 7 { e e • 7 to 11 9 e 11 1 1 Is t s Is it 10 13 i j 91 e s n • u • u 0 u 17 { e A A - EXTERIOR ELEVATION aY 071FJK �, -'1Q 1A y 110w a anMO GLASS 00011 (� • • Z lox x M. • EI1111m, TE 7M • PA IN 119711 • •dkk T1 M AI HOOK STRIP j : � i * � LANTAIR RL1LP•al - INSTALLAWN ANCHOR i #' T�TTi sW SERIES 420/430/440 SLIDING CLASS DOOR SAC OU TAPCOM S9.tA _ INSTALLATION DETAIL 1MR1 TWO BY BUCK IN MASONRY rnutou vivo, vv N FM Q GENERAL ALUMINUM CORP. FLANGE HORIZONTAL MULLION DESIGN LOAD CAPACMES HORZ EXTRUDED ALUMINUM TUBE MULLION 111445 SH SIZES WHEN USED FOR MULLING TRANSOM MULL SPAN> WOW. HGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTn: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 0114451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE KALF MULLION SPAN OR LESS • WINDOW HEOWS SHOWN ON'r AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT "XlI E TRAMtSOM HEIGHT. • READ MULLION SPAN AND WW W HEIGHT IN INCHES. • DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • DE IM LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OF ADJACENT .WINDOWS. Drem¢- L/175 CALCULATIONB PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 20M REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRomw 7lCHIPPOLOGY CORPORAMN 1150 LOUISLAM AVE SURE d WINTER PARK FLORIDA 327ac PHONE 407 4224 341 FAX 407 E224 5 CGAM0039 29%Wn 00 01-12M N N GENERAL ALUMINUM CORPORATION VERTICAL ARJUJON DEMM LOAD CAPACRY CHART ALIIMWUM PAJU.ION, DIE •144a FIN VERTICAL P.W. Sms WTH , MOT. V 30.000 43.OW 58.wo 63.wo 72.000 aa.ow 96.000 28.000 a19 819 819 019 819 819 819 32.000 551 549 549 549 549 549 5a 38.000 343 328 328 32a 32a 328 325 42.000 284 243 243 243 243 243 243 56.000 110 91 a8 a8 a8 aB w 60.000 87 71 88 a8 Is as Be 72.000 48 38 33 32 32 32 32 54.000 29 22 19 18 17 17 17 98.000 19 14 12 11 it 10 10 CHART APPLIES ONLY7011ULLION 014E W 18 USED TO MULL FIN ON= HUNG AND PICTURE VVNDOVM READ VANWN VVI M AID MOW N NIO ES DESIGN PRESSURE VALUES ON THIS CHART ARE N PSF muLU DN AND FRAYS ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDniom. CALCILATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COYLPIES YATH THE 2002 REVISIONS TO THE 2701 FLORIDA BUILDING CODE' PREPARED BY. PROOLCT TECHWILOOY CORPORATION 11E0 LOWIANI AVE EIJITE a CA�oss W'M'l VvJaM ►ARIC FLOPWA szTeE PHONE W E22- M 1 FAX 4W 422437E 02•QEDt r s oaf �plttN� INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) I I� I II I II MULLION I I I ANCHOR I I I BRACKET I II D" Ka GEN-0454 MUWON G.A. 25 DIE* NO. 1442 INSTALLATION SELF TAPPING ANCHOR O #� (TYP.) SMS (TYP.) e e ° SEE NOTES c ° a #2 do #3 CONCRETE OR MASONRY SUBSTRATE SHOWN, WOOD ° FRAME SUBSTRATE ALSO APPLIES MULLION DIE NO. 1442 SECTION A -A AN EXTERIOR ELEVATION 9-11-02 I A I REMOVE ANCHOR SPACING DIM. DATE ( SYM. REVISION SECTION B- B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16- DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/40 MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8- MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-8 IS TYP. AT HEAD & SILL. 5) 1 TALL OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2 D G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY • INE COMPLIANCE ON A SPECIFIC STRUCTURE. ft GENERAL ALUMINUM CORP. CARROLLTON, TEXAS AU 9� FLANGE VERTICAL MULLION INSTALLATION DETAIL wL- �tL "° +� ALUMINUM TUBE MULLION, DIE NO. 1442 BBo •... i�. AKft — — — — oft BB 'w*''°' ---- °A` 8/21 /02 to,SDI Al. .► BY ',.fetid 164 tl/Fn _--- !CALL HALF YA71t---- Ao Mo`M—D454 wnmm -Mr POP. "M LCUMAAA AW_ Vff= MUC noon 32M wlde 497-40-4= IA/ der-4a-"A INSTALLATION ANCHOR MID ) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP. ) MULLION ANCHOR BRACKET #8 SELF TAPPING SM S (TYP. ) a 0 G.A. 26 I"wo M0: MULLION II I DIE NO. 1442 II I II I II i II v a v d v o 0 a 4 v a SUBSTRATE ° a MULLION SECTION B - B DIE N0. 1442 SECTION A- A v EXTERIOR ELEVATION INSTALLATION ANCHOR (TYP•) GEN-0459 1- 1/4- MIN. EMBEDMENT NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MUWON ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING GENERAL ALUMINUM CORP. F 1 a .� �t� CARROLLTON, TEXAS a". : >� PRE —CAST SILL MULLION INSTALLATION DETAIL �► ' y W/ALUMINUM TUBE MULLION, DIE NO. 1442 BB ba cot * ARM'�T 2 05 02 :-Y•!. _ s_ ��fc. _.� � ----- HALF r"'u --- — 5" Ma GEN—a59 - e •- v Fi ,macaw oai.. n•o &GUMOM A%9- M a ► M n,aw VM F"M 401' -.:,. VAX 40-4U-4M GA, 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) m m WINDOW FRAME HEAD (TYP.) SECTION A -A INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES —1 DVG No GEN-0456 #2 L #3 MULLION oDsF DIE NO. 1445 D v INSTALLATI❑N MULLION a ANCHOR BRACKET P v (TYP.) ANCHOR v v 0 cp, CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE v ALSO APPLIES. v SECTION B-B Tv NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL 14BROB i LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DMG ��jJH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM `1>OING CN.,_ SPECIFIC STRUCTURE. EXTERIOR ELEVATIONZII t` e-478 .'J�j • �, o tillpj►� �v GENERAL ALUMINUM CORP. CARROLLTON, TEXAS n' FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE N0. 1445 ---- � BB �=--- OATDei21/02 ART' ---- �' HALF ten'---- �GEN-0456 PON"= " rmwxr Twoua1 m.. u...R.. AYG$ vw"A rmwv ►wKUP a•,w naps j i a a OaktidgdPRO 39"AR'... Shingles TED Sophisticated Design & . T: Dimensional.Per.formance The muted color blends and subtle Ct w shadows featured in Oakridge PRO 30 AR shinriles add (1(,I)t 11 and dimension I toYour home. Two asphalt ',"hill ' -�IVS WiNi i rough Fiberglas: mat core Iry horded i ogether and covered in colorful, durable surface ,ran i ties. 46 Oakridge PRO:41 AR shingles carry a separate M-ae Reskrance Limited Warranty.* -'JO-Fear limited ivarranty* Minable Iveatherin-gracle asphalt composition. • 0 imi " ind Resistance United Warranty" helps ensure perfonnance. • Class A UL Fire Rating - the industry highest ratinla. 'Enhanced warranty protection and A extended period of non -prorated Tru PROtection". coveraae of 10 years with optional System Adgsvantage* Limited Warrant'.::: woo`" The Ai-chitectin-al Series -All Ovens' Coining .Al-clritecturaI Series products are designed wid-endffieered to help you create a distinc&e, one of a kind" style for your home's exterior. ,Product Specifications ::Nominal size 13 YV x 38'/4" iExposure 'Shingletiper square 66 Bundles per square, 3 Coverage per square :99.9 sq Ft 7 Tested for Excellence All Owens Coming shingles are heavily tested to meet or ' exceed :applicable standards measuring fire coverage a 'rid wind resistance.- Applicable Standards & Codes ASTM D 3462 ASTM D 228 ASTM E I 08,'Class A UL 790, Class A ASTM D 3161 UL 997 -ASTM D 3018, Type 1 Florida Building Code i "Pa Arlin Moto I AP' rV-1 Plant Service Areas: ressup (South), MD locksonville, FL %danta, CA :*See actual wc rrCnr0L�br det�", !imiratfans and requirements. 03/26/02 TUE 15:51 FJU 4U'/30U1U01 rL-Al.nnolJ.v - -� Pg PANVEST GROUP N. TAJQMNG 13RAN_Ca jgt i r a I 0 4 g j &f-4p�a =pj]It1a nwl No. 9, Rd. 10, Industrial Parr Taichung City, Taiwan Tot:885-4-359.3508 Fax:888.4-359-3447 LEI CHU ENTERPRISE CO., LTD. E-mwl lelchu@msLhineLnet. Fehrwry.3, 1999 SUBJECT: 1" to 3"z .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Di2meter:.120 +/- .001" Length:.875" min., 3.016" max. Bead Diameter:.275" min., .375" max. Thread Diameter: (ring shank) .132" min., .135" max. Ring/Inch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized. eio.ee rrc uWtNS CORNING 2-A 419 248 7354 TO 913213481001 P.06/34 Pile "R2'35� • Page !71-1'of 1 Issued: 6/15/200i TEST RECORD NO. 1 WIND RESISTANCE TEST: METHOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA 107. Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 3/4 in. thick plywood decking material and measured 5o in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with 8d nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type II) underlayment was applied to the deck, utilizing a 2 in. overlap and cap nails spaced 12 in. OC. The shingles were applied by using four standard 1-1/2 in. galvanized roofing nails per shingle by Underwriters Laboratories, personnel parallel to the short dimension of the test panels while at -room temperature (80 *'159F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 1400F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RESULTS• At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift so as to stand upright or bend back on itself. Report by: Martin R Rowan Sr. Project Engineer MR/DM:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO® MOM UL PRODUCTDATA Asphalt Saturated Organic Felt t ICL TAMKO* NO..15 UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt 08n .I Accepted for use as an undedayment felt to be applied Y r over the deck prior to the installation of TAMKO asphalt shingles. CS@'1fiFtCATI8N8 Underwriters Laboratories Buift-Up Type 15 Label ASTM D 226, Type I Roll Dimensions Coverage per roll Laying Lines 'All values stated as nominal 144' X 36' 4 Squares 24, 8-1/2`, 11-1/4', 17' ;"Meal,; . CAUTION: The National Institute for Occupational Safetyand Health (NIOSH) has corxluded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. KO ROOFING PRODUCTS TALWOOis a regWered trademark d TAMKO Hoofing Pm&xb, lac Vsit our Web Site at www.lamko.com Central District 220 West 4th St.. Joplin, MO 64801 8o0-641-4691 Northeast District 45M Tamko Dr., Frederick, MD 21701 800.368-2055 Southeast District 2300 35th St, Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 WATER-RESISTANT UNDERLAYMENTS Water resistant.underlaymew is a produci:that consists of organic felt impregnated with 'asphah saturant Some water-resistant undedayments, :such as Ceti inleed's: Roofers'Select, also contain a fiber glass rein forcementwhich increases tear strength and reduces wrinkling. -Water- originally originally in to keep the roof decking dry until shingles could be'applied: App*.g this .under ]ayment was originally called "drying -in. the roof ". It was also useful as a separation sheet between the roof sheathing:boaids (before OSB, and plywood sheets:Wer`e' used as*roof decking) and'the asphalt. shin- glen -This was iiapoitant becxuseTesiu'pockrets in e.pine pkanits. caused the *lialt.to.degrade prematur+ety unless the anderlayment :separated. the resin'and atiphalt`•from eachothei. Water-resistant nnderlaymentis:made to.:sW most of the water that falls -on it imless itis torn or punctured Its ability to be wafer= :' resistant is•tempbtary As the sun degiades the exposed' asphalt the jnaterials.begin do'dry, absorb more -moisture, Iose its strength and '. c;''-lea begin to teat.The:less asphalt» sed-to satiate the under - eat sh eet during:mariufacnuing, the shorter its:life: Since asphalt is e. most eipe sive: component. of slii ' 0l undediymen lower '; ed »iareaals will have less asphalt and a shorter life when exposed 6er priced shingle undedayment, for the same reason, is =j;- ?also`subjed to'severe wrinkling • when itgett wet or •` :'�. .. ,: .. even just damp. Qnderliym used undfor. a variety of er asphalt shingles reasons, such as;providiirig `':Baclwp foc:Waier.$)edding protection' of the deck if shingles fail ` fiom;wind dr veQ.rain . :lower. the slope; the' important .undei}aym®f is ,since.Waier.fio .loch ws more.easiiy under shingles on ..*.Apr otective 6airiec:to`t Ie-elements between the time.the old shingles have•been toM'.' f-and prio -to the new. shingle being applied .However,°:the:underlayIDeai should not be relied on as a temporary ioof.system; ally,when the drip edge flashing is not yet in place .It is:unlilie[y to'prevent leaking.in the event of..... heavy wind and An agent to hide minor imperfections of.the decking material and reduce "picture framing" of deck panels. + Fire ratings (Class A or Q. when.usedin conjunction with shingles. i INSTALLATION GUIDELINES FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant shingle underlayment.These guidelines can be used regardless of the weight of the underlayment. However, always be sure to consider the local codes. OVERNIGHT EXPOSURE If underlayment has been exposed overnight, moisture from dew should be allowed to completely dry before shingling over If this does not happen, .the moisture will- become trapped beneath the shingles. Wrinkling can telegraph through .the shingle and make a good shingle job look terrible. The worse-pait.is that.the job can . look good. when you leave in - the evening but the wrinkles can reappear the pert morning when the -homeowner will notice them. While we've discussed underiayment being exposed overnight, it is highly recommended that the roofing contractor only tear off what he can shingle over that .same day. This prevents the most common . underlayment'installation problems. FASTENER :TYPE:. CalainTeed recommends using nails rather than staples., Nails provide more resistance against undetiayment tear.out It'is.very important,.. whether hand nailing or using a pneumatic. gun, that the fasteners b' ' driven flush. INSTALLATION METHOD: When applying underiayment.the key is t6 keep the product as. wrinkle free as possible. 1. Unroll the underlayment parallel with the eaves. The eaves edge of the underlayment should'go OVER the drip edge.eaves flashing, but go UNDER the drip'edge flashing.aiong:the rake. . Figure j-l: AP*Hng Water -Resistant Vnderlayment Along The Envies And Rake 46:• ChahtPr i The type of decking material used may influence the holding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roofpitches above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis Torback from Fulton, KS tells us. I always use Plasti Top nails on felt, .it resists tearing underfoot and has held up during an unexpected storm with high winds. " 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12" up from -the bottom edge and the second is 24" from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide underlayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart. (See tips above.) WARNING When installing undedayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2" clearance. Check fire codes. HIGH WIND / OVERNIGHT. RECOMMENDATIONS: If planning to leave water-resistant underlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of the following suggestions or a combination of them can be used for additional protection: • Use cap nails or tin caps. • Decrease the nailing spacing recommended above, using additional fasteners. • Nail 2x4 stringers across lap areas. 5•�13 , ° �. `,>-6 DEALING WITH WRINKLES AND BUCKLES a Organic felts expand when wet. They can wrinkle after being applied E°° ►��. �-J; to a wet deck or if moisture is absorbed from dew, rain, or snow. if shingles are applied over an uneven underlaymeat surface, some �.� of the wrinkles may "telegraph" (show) through on the finished roof. Of course, wrinkles and buckles can also result from incorrect e installation. If these problems appear, several approaches are available to eliminate them. First, the underlayment can be replaced. Second, Figure 5-Z Standard Nailing Pattern For Water Resistant Underlayment the wrinkles can be cut and repaired with patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry 3. Succeeding courses should be unrolled in a similar manner over- out naturally from exposure to the sun. As the underlayment dries, lapping the previous course. by-2': Be-careful-to•roU4t-ouFstmght---the-wrimldes often-`pulMowd`•.md-&ap as the underlayment will tend to slide down the pitch of the roof The best solution for wrinkled underlayment is prevention. and end up crooked. The spacing of nails in this overlap area Applying high quality, well -saturated felt, such as Roofers' Select, - should be approximately 6" apart, centered in the 2" area. ' will eliminate many wrinkling type problems. Ask your supplier for (See tips below.) the highest quality he can obtain. Do not assume the underlayment he 4. 1f the length of the roll is not sufficient to complete the entire run, stocks is the best available: Be willing to pay more for a superior an end lap of 6" is required. We recommend two rows of nails product The cost of high quality underlayment adds very little to the 6" apart to hold the lapped edges in place. End laps should be cost of a job and can often be offset by the savings from reduced located 6-8' from any other end lap that may be in the preceding rework and repaLn'Installers who insist on the lowest prices for underlayment course. uuderlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Here Are Some contractors prefer to do the deck in stages applying 2-3 courses of underlavment then immediately applying ppl y g Some Tips.. • the shingles -to that area. Using this method they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlayment 'remains flat. Michael Saunders from Bath, NY suggests, " nen doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight. " V rh ntar i X T 05/03/1002 09:45 05/.12/2002 14: d9 3213481001 14078949412 COLLIS ROOFING INC KAYCAN ORLANDO PAGE 02 PAGE 04 YCAJN TABLE 1 07.3.9.2 MINIMUM WERINT MATERIAL. THICKK2SS (in.) GAGE (1n) Copp - 1 Aluminum 0.02d 26 0.0179 26 (zinc riklloy coated G90) O.OZ7 30 1507.3.93 Drip edge. Drip edge shall be provided at eaves and gables of shingle roofs. and overlapped a minimum of 2 inches (51 mm). Eave drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of :. inches (51 mm). Drip cdee shall be mechanically fastened a maximum of I inches (305 r inn) on certer• 0 1. DESu:I+ AiIJ TF.:STEO IN ACCORDANCE WITH FLORIDA BUILDING CODE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATIONAL NUII_DING CODE. AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS, 4. SECTION HEIGHT OF 20.812, 19.00 Sc 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. 5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002. ON 8' HIGH DOORS ONLY. 8 WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 10' 9' 1 8' DESIGN PRESSURE 44.4 60.0 60.0 60.0 TEST PRESSURE 66.7 90.0 90.0 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE - 1 - - 7' BRKT LOCATIONS - 12" - - 8' BRKT LOCATIONS - 1 12" - - SECTION IMMEDIATELY BELOW THE TOP SECTION. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION. 10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812" MUST BE REDUCED BY THE DIFFERENCE BETWEEN THE ACTUAL SECTION HEIGHT & 20.812". 11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. OHD GENIE EQUIVALENCY CHART OHD DOOR SERIES No. GENIE DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Go. SERIES 381 SERIES GDS550 25 Go. 3 1/8n f\ 1 D� OPENING HEIGHT (VARIES) SHAFT (VARIES OPENING HEIGHT MINUS II" 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D' OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE I 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS �405964-0002 405964-0002 046450-0003 1 54 I 1/2 END HINGE 0�0 ROLLER SHAFT BRACKET 405742-0001 (2 REO'D) 407605-0004 TYP 2 PLCS 061l66-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 36 'I .968 20 1 /2 z.�93 5 405964-0001 405964-0001 VIEW "D-D' STANDARD TRACK DETAIL FOR 16 2 TRACK .068 THK (VERTICAL) SCALE: 1/16" = 1" 607935-0005 &- 405831-0003 TYP a PLACES 407605-0002 TYP 2 PLCS 061166-0001 TYP 2 PLCS PANEL SECTION TRACK EciTER DESCRvnpW DATE .PPN C REV PER EN 10099 Ot 09 98 A D REV PER EN 11060 05 29 02 M1 a�1l7 E REV PER EN 11205 1 t 12/02 DM .3, 1, TER FILEWILDING OVer- ear. clo�� WIN t�Ld;q HS STRUT 29-03 1.��1�8�/3 7 sps i BOTTOM FIXTURE OFIRCE TOP FIXTURE BOTTOM BAR 0-0 I II WEATHERSEAL J SEE NOTE 4 ` I I SECTION "C-C" \ I I SCALE: 1 /2 ROLLER DETAIL "F" END HINGE SCALE: 1/4 0 CENTER STILE ` O P/N 408680-0004,5,6 2 TUBE STRUT (3 PLCS) AND STRAP HEADPLATE HAFT SPRING ANCHOR 407603-0001 BRACKET (9 PLCS) 409808-0001 TYP 2 PLCS 061166-0002 TYP 2 PLCS 8 400650-0001 O t-- 1 7/8 THK. HS 1 ►..A'. SECTION "A -A" SCALE:F., in 405771-0001 061166-0002 DOOR WIDTH CENTER STILE END STILE ROLLER OLERSBRACKET T STRUTS/SECT. ROLLER VERTICAL TRACK GAGE JAMB LOAD (# PER FT -HT) HARDWARE 16' 3 SINGLE YES 2 X $1.065 2" X 7/16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. 16'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1 / 16"= 1 " ME D -c uo/w TEvrR wmII-now w TN$ SME1 IS ME PROPERTY Or OYF1DfEAD DOOM C IUTION M ITS SUBSD4 MID 5 LDANM w COWYOD.tt EM EWGwEER C m WTIA E ASSMAKE PURPOSE MY. i D YAY WOT gE RET•R000C[D M USED TO YM,UlACRME •WYRYMG D40.OSED MERLON rvDTgU, ME EX-ESS PERMrSp OT WERMEAD DOOR COFOWATq tI Km i-Y REf R S " AT - RYE A 18 (7'-0" SHOWN) 8'-0" t t MAX. HEIGHT 15 12 405771=0002 - y` 061166-0002 s' j V ESS OMQORSE SPECITIED ov EpHEAD pp0/q Dv s. rout HARM er: DATE" j,: •••.r-' "UaA,Wwe' - '' :? r: j'1K) . 060. 80/2B1 /381, wEWmo na . wa:,aunMra aM .pa• ,E...r...�» o G.J.MOORE 1 1018/94 ;?-;';=5/37.5 PSF, wTD+ CME=O eT: f 16'-0" MAX N/A ADA JOHNSON 1 2/01 /94f7 m- . •m .,m.r-. ® • ^- •PPUm EPAr: VWD M MUWIRC: •PPRU'Cp BY: MIUBCR "A""` ®- 408832 NONE EACH S.B000HER 12/O1/94 v", 3/8 ;ZET 1 - 2 1[rtcR OEsoRnow iP- - - Jart M C REV PER EN 10099 01 O9 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 I .108 STK T.070 STK 0 0 2-11/16 0 0 �-}— 2- 13/32 P/N 409808-0001, TOP FIXTURE 2- t t /32 091 MIN O 0 3-9/16 O C� o o O F- 1 2-7/16 P/N 405771 -XXXX. BOTTOM FIXTURE 070 MIN 1 - 1 1 /32 2-9/32 27/32 � 1-3/32 no 1 O.�o o 0o o O 3-3/16 -_-- 2-1/4 .090 MIN 7/16 P/N 407603-0001 , CENTER HINGE P/N 405742-0001, BRACKET. ROLLER SHAFT 3 � � LENGHT= DOOR WIDTH 2 T- 065 REF P/N 607935-0005, STRUCTURAL TUBING RECTANGULAR 065 THK END STILE WITH CLOSED END CAP P/N 408794-0001.2.3 SCREW P/N 605911-0001 SECTION "B-B" CENTER STILE P/N 408680-0004,5,6 Q TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE END STILE WITH CLOSED END CAP 2 P/N 408794-0001,2,3 SCREW P/N 60591 1 -0001 12-1/4 1 /8 �F-- i-7/8 ' 5/8 .030 THK LENGTH = DOOR WIDTH - 1" P/N 400650-0001. ROLLED HS-1 STRUT O O O jam— 2-1/16 THROW O '4 5/8 . 0 0 0 0 0 -- 3 -- P/N 409334-0001 , SLIDE LOCK ASSY ORANGE COUNTY -L' --y 1 t-- -y 1-3/4 4-3/8 1 1 " 1-3/4 Elo0 � 2-1/2 H 0 2-3/8 H 0 --T --I - ---F .108 MIN .108 MIN P/N 405964 & 046450, BRACKET, SCAB NUMBER 5F1RT 405964-0001 0 5450-0003 a" 5-1/8 --{ 7/16 DIA T fl 1-13/16 DIA I7/16-..-- P/N 061166-0002, ROLLER ASSY SECTION "G—G" CENTER STILE a P/N 408680-0004,5,6 2 STEEL HS- 1 STRUT, P/N 400650-0001 P/N 405964-0002, BRACKET, SCAB JOINT 3.00 � � � 3/4 O 2.00 T ° P/N 405831-0003 STRUT STRAP 7-9/16 REF 7/t6 7/ 16 DIA REF 1- 13/ 16 DIA REF BUILDIM; DIV. 2-9/32 .070 MIN _H 000 3-3/t6 0 P/N 407605-XY.XX. END, HINGE PART NUMBER "H" 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 SERIES SELECTION GUIDE . SERIES INSULATION PANEL GAGE 184 YES' STD .024' ' 185 FLUSH 186 YES' FLUSH- 4-�b21 188 189 Ff2Af�Cl .021= 281 • • + 9 v5 ,Q'_ t U:01 284 285 381 .YE ,��:•N.SD+_^t'.f` 1'8 y:, 384 385 YE P/N 061166-0001, ROLLER ASSY TR-3 r{?tFEs tJOT. G:.NC 1EGRIT-Y q"; THE :ram:•.• .. .'TESTED`: UWLSS OnIERw4E SKCW" RHE ORA"G A /oR tEoaw E saa+wnow amTNs DrDaws u¢ N woa:Rq�Uwc6 Rr pN PHEAD pOOq D'WAS DRAWN BY: •. SHEET Is TIE PROPEAIT OF OVERHEAD DOOR CORPORAnow Rrmr —r w+aEs e4..y:d..eDur o ` G.J. MOORE " .1W1 / 1 OR rR 3YBVDW AND IS LOANED N COWIDEMR FOR cw.omows RtNc*ERs t D x' EIIOREERMO MO UUFUNE ASSWANOE PURPOSES OWY. wRRN: CH REMD W. - ,RO w NOT BE REPRODUCED OR USED TO —WACTURE N/A ADA JOHNSON 11%2 AwrEHRNO O'SMOSM HEREON RRIHODf THE E710'RRLLA - • ,�•r APPIAD FRRyt. Own OF PERUWON OF OVERHEAD DOOR CORPORATIOw RIRCH t4Y , ® sw0- MFASWL APPRO+ED Br. RCML tws SHEET AT Mar TIME. NONE EACH S.B000HER 1 1 /2 CAD, f80/281/3E 25/37.5 PSF. 16'-0" MAX ®-408832 18 1 sREEE 2 or iVn 1. DESIGNED AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, INTERNATIGNAL BUILDING COME, AND INTERNATIONAL RESIDENTIAL CODE. 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE OHD/GENIE EOUIVALENCY CHART OHO DOOR SERIES No. GENIE DOOR SERIES No. PA14 THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Go. SERIES 288 SERIES GDS500 25 Ga. SERIES 381 SERIES CDS550 25 Ga. VARIOUS HEIGHT DOORS. 5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 14.50 X 43.375. 12.50 X 20.375 AND 12.50 X 43.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE, 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8. WINDOW MAY 8E INSTALLED IN THE TOP SECTION OR THE SECTION IMMEDIATELY BELOW THE TOP SECTION. ALTERNATE WINDOW STRUT CONFIGURATION- 1 HS2 ABOVE AND 1 HS2 BELOW WINDOW FRAMES. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. 10. DOORS CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REOUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. 11. REFER TO SHEET 2 FOR SERIES SELECTION GUIDE. 12. JAMB DETAIL. TO BE IN ACCORDANCE WITH DRAWING 409783. JAMB/SCAB BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4• CONCRETE BLOCK - RAWL LOCK BOLT. 5/16 X 1-1/2 EMBEDMENT 13. ATTACH STRUTS TO STILES WITH 2 SCREWS AT ALL CENTER STILES AND 4 SCREWS AT END STILES. SWui (VARIES) OPENING HEIGHT MINUS 11 3 1/8 2" X 6" WOOD JAMB 2" X a" WOOD JAMB D•, OR EOUIVALEN7 HORIZONTAL TRACK I & COUNTERBALANCE I Y 12 R \-OPTIONAL SPLICE IN I HORIZONTAL TRACK AT I TOP OF RADIUS \ 405964-0002 �405964-0002 :i7 046450-0003 36 405964-0001 5 STANDARD TRACK DETAIL FOR 9' SCALE: 1/16" = 1 72 —y F.968 I -f} 2.0 VIEW "D-D" 2" TRACK Ur IHIL f SCALE: 1/4 (9' WIDE) 6 9 TYP 6 PI 'K DESIGN TEST MAX. ROWS OF END ROLLER SHAFT VERTICAL JAM8 LOAD PRESSURE PRESSURE DOOR WIDTH CENTER STILE BRACKET AT STRUTS ROLLER TRACK (L8S/FT OF HEIGHT LDRE PSF PSF FEET STILES JOINT GAGE AT DESIGN PRESSURE 37 55.5 9' 1 1 SINGLE YES I HS2 1 2" X 7 16" TR3 1 057" 1 167 STD. APPROVED PRESSURE RATING CHART DOOR WIDTH 8' 7' 6' _ DESIGN PRESSURE 46.8 60 60 TEST PRESSURE 70.2 90 90 JAMB LOAD LBS FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE 1 i 1 7' BRKT LOCATIONS 54.5" i 54.5" i— BRKT LOCATIONS 22" 1 22" 1 22" INTERIOR ELEVATION SCALE: 1/16"=1' PANEL SECTION WEATHERSEAL TIE OI4nwG AND/OR TECMOCAL RSOR.RATION ON TWS SN TS ME PROPERTY W O.LTRRM DOOR CORPORATION OR RS SIASSTOTARY AMD 5 LOANED M COi+TTDERCE TOR :GNE[ROG AND MUTUAL ASSiTAHCE RWOS[S DART. D 11AY NOT DE REPRODUCED OR USED TO W FACIUR[ Ar `AC DISCLOSED HEREON RIMOUT TQ []PRESS PERARSSION Or OVERHEAD DOOR CORPORATION wa[H uAY RECALL TM SHEET AT ANY ME LETTER o[SCRVTIOH. WT[ APPR AL - RFP PER ORN 4p0600 11119/95 Se qE CO. e64 r ds B 56 N O >t �' DMW BOTTOM FIXTURE i CE of BOTTOM BAR SECTION "C-C" No E 4 SCALE: 1/2 TOP FIXTURE HS STRUT END HINGE HS STRUT --I I-- 1 7/8" THK. SECTION "A -A" SCALE: 1/4 TOWN) ;HT 4 15 fL? �..! ..1 _• rj f. ✓ _;." }1 �'.-!� ...E/ VALESS OTHE"SE SPECOIE0 —E -OATS... TY:DKCNS AR[ N RiORJ:TD[AUAis Tr. ov EpHEAD p�q DALLAS pRAYm Br: f ,c'�;.d;3 s; �: i�.e....,. Daw au w.9 .r_ .a o'am PE VESSELS JN.RCQAD, 180/280f381, oNNPsoNs n..aTUIs „ .. �.57Y-55'.5 PSF, 9'-0 MAX N/A S. BOUCHER 10/19/95 d,,D ®_ 408950 an.. m Am.s • 'A'T AIPUEO roaSr, TPm Or 4EAARIC: APPROVED RY: --C. NONE EACH S. BOUCHER 10/19/95 —: 3 8 sAw 1 Dr ; 1 11 D NOTES .108 STK—p—,070 STK 2-11/16 0 0 f� 2-13/32 409808-0001 , TOP FIXTURE 2 9/32-{� 000 0 0 3 3/16 0 0 000 0 407603-0001 , CENTER HINGE 2 9/32 H" .070 MIN 000 3 3/16 o 0 O 407605-XXXX, END, HINGE PART NUMBER 'H' 407605-0002 .85 407605-0003 1.10 407605-0004-.. -- a:J5. 407605-0005 1.60 091 MIN 2 11/32 t-1 0 0 3 9/16" O o 0 o O f —t-2 7/16" (2 405771-XXXX BOT. FIXTURE 1 11/32 27/32 1� oo 0 II 0 MIN 2.25 1 7/I 85/8 L MIN. THK. FLENGTH = DOOR WIDTH - 1 — y U 400650-XXXX, ROLLED HS STRUT ROLLED HS STRUT CHART PART NUMBERI MIN. THK. I STRUT 400650-0002 .052 HS-2 O' O O 2 t/16 O THROW j _] 4 5/8" o U 409334-0001 , SLIDE LOCK ASSY (OPT -•� � t 3/32 L I 1 3/4 I —4 3/8 —{ 11 3/4" � o ° p o o z 1{I/2' 2 3/8" O 2 1/4 O .108 MIN II .108 MIN-4--- 0 405742-0001 , BRACKET, ROLLER SHAFT 5 ''8 7/ 1 6" DIA 1 13/ 1 6' DIA 1 L F-- ,D 061166-0002, ROLLER ASSY TR-3 O 405964 & 046450, BRACKET, SCAB PART. NUMBER L 405964-0001 3-1/4' 046450-0003 4" O 405964-0002, BRACKET, SCAB JOINT MANGE COUNTY BU11gl%G DIV . ENO STILE P/N 409518-0004.5.6<1 rCENTER STILE P/N 408680-0004.5.6 a STEEL STRUT O3 7 9/16 SCREW gTRUT-SUPPORT.. - - __. . . ... ¢y� REF P/N 605897-0001 408887-0002 t 7/16--1 CENTERED BETWEEN END STILE AND CENTER STILE 1 13/16 DIA SECTION B-B' REF = 7/ 16 DIA. REF. 11 061 1.66-0001 , ROLLER ASSY TR-3 Tq DRA—C AMO/OR TECHMtx RXToQM M. OM MS SKS TS T1E PROPERTY a OARHUD ooOR CORPORATE OR m SUaS AMO 3 LOAT4:o w co. ,cR r Ton EMCu4:E—c AMo MUTUAL ASSSrAMCE P oSES W v. AHO MAT MOT BE RE➢RCCUCro oR USEO To MAANTAmm AMYTIRMD OTSCLOSEO HEREON wRHWI TMr EXPRESS PERWS3R M o' OVERHEAD DOOR CVRPORATUR wHE wT RECALL TH6 SHED AT A- Ta4:. '„— Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous:_ __ Address: The information in this box is for administrative purposes only and is not part of the Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:CARC4T - ENGLE/CARC4T/M#18619 BOBBINS 6904 Parke Tampa,FL336t-411 Engineering Index Sheet Tampa, FL 33610-4t 15 ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T07030007 03/01 /2007 65 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilt of the Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 03101/07 G1 1 5 103101/071 HID I 9 03101/07 H1H 13 03101/07 111P 17 03/01/07 H7K 21 03/01/07 H2A 25 103/01/071 G2E 29 103/01/071 H21 33 1031011071GEa 37 03/01/071 T4D 41 1031OV071H6B 75 03101/07 GE9 49 1031011071MV4 53 03101/07 V4 57 03107/07 EJ7 61 03/01/07 EJ48 65 03101/07 CJ1 Date Mark 2 03/01/071 H1A t 6 H 1 E I __ [_1 0 _103/01I071 03/O1I07 771 __ 14__ 03I01/07 H10 18 03101/07 H1L 22 103101/071 H2B 26 1031011071 1-12F 30 03/01/07 G3 34 03/01/07 T4A 38 103/01/071 GS 42 103/01i071 H6C 46 1031011071 T9A 50 1031011071 V2 54 103/01/071 HJ7 58 03101/07 EJ7D 1— 62 03101/07 CJA Date Mark 1 3 103101/071 H1B I 7 103101/071 HIF 11 1031011071 H1N 15 03101/07 H1R 19 103101107 H1M 2.3 03/01/07 H2C 27 103101/071 H2G 31 103101/071 T3A 35 03101/07 T46 39 03I-- H6 43 03/01/07 M6D 47 103/011071 G1071 51 03I0t107 V12 55 03/Of/07 HJB 59 03101/07 EJ7A 63 63/01/07 CJ5 Date Mark 1 4 103/011071 H1C I 8 03/01107 H1G 12_ 03/OV07 H10 16 103101/071 H1J 20 03/0V07 H2 24_ 03101/67 72D 28 1031011071H2H 32 03/01/07 T3B 36 10T01/071 T4C 40 1031OU07T GE6A as 03101/07 G8 48 03101/07 MV6 52 03/01/07 V8 56 03/Otf07 HJA 60 03101/07 EJ78 64 03/01/07 CJ3 PLANS REVIEWED CITY OF SOIA-INFORD T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psi ANSI/ASCE 7-02 Wind Speed - 120 MPH Mean Roof Ht. - 18 FT Exposure Catergory - B Occupancy Factor -1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License #: B3681 Address: P.O. Box 280055.'rampa, FL 33682 S. ' M,•KaaN11w��+ �v�RE� • �R�� F. �. use � • 9TA7 a>o�, N SRO NA • Date Sealed: 3/V2007 Lumbfff i nls!) &;uc Ic )3r r&e, I.'-L Z49-16 Job CARC4T Mark GE9 uan Type Span 1 DUAL 190400 P1-H1 Left OH Right OH 6 0 1- 2- 0 FEngineeringQ ENGLE/CARC4T/M#18619 HO 4-3 TC 9-8-0 HO 4-3 9-8-0 1-2-0 4x4 �jB'j x 5-2-3 •2x4 �� O E�/� l I! i \ I 3x4 I \�- 3x4 \ F H J D L N P `�\\• 5x6 SPL BC 19-4-0 19-4-0 ALL PLATES TILE LOCK20 See Joint E For Typical Gable Plato Size and Placement Scale: 0.323" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.10 2x 4 SP-#2 BC 0.23 2x 4 SP-#2 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 19- 4- 0 1633 436 Hz = 104 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.10 76 C 0.00 0.10 E -G 0.10 92 C 0.00 0.10 G -I 0.04 81 C 0.00 0.04 I -B 0.04 110 T 0.00 0.04 Robbins Engineering, Inc./Online Plus`" B -K 0.04 110 T 0.00 0.04 K -M 0.04 81 C 0.00 0.04 M -0 0.10 92 C 0.00 0.10 0 -C 0.10 76 C 0.00 0.10 --------Bottom Chords --------- A -F 0.23 17 C 0.00 0.23 F -H 0.14 0 T 0.00 0.14 H -J 0.13 0 T 0.00 0.13 J -D 0.13 0 T 0.00 0.13 D -L 0.13 0 T 0.00 0.13 L -N 0.13 0 T 0.00 0.13 N -P 0.14 0 T 0.00 0.14 P -C 0.23 17 C 0.00 0.23 ----------Gable Webs---------- F-E 0.03 217 C H -G 0.02 114 C J -I 0.03 147 C D -B 0.02 56 C L -K 0.03 147 C N -M 0.02 114 C P -0 0.03 217 C TL Defl 0.00" in A -F L/999 LL Defl 0.00" in P -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -F 0.15 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI D LOCK 5.Ox 6.0 Ctr-0.5 0.56 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 217 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering - Ponrail 2/28/2007 3,54:01 PM Page 1 Job CARC4T Mask T9A Quan Type Span P1-H1 Left OH Right OH 3 DUAL 190400 6 0 1- 2- 0 Engineering ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 TC 9-8-0 9-8-0 1-2-0 4x4 B n 6 /2x4 I 2x4 E 3x4 \\ ' / 3x4 \ \ / - C n D Sx6 HGA SPL W:800 R: 773 R: 859 U: 208 U: 227 BC 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Scale: 0.323" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.34 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.34 1249 C 0.00 0.34 E -B 0.24 878 C 0.00 0.24 B -F 0.24 878 C 0.00 0.24 F -C 0.34 1249 C 0.00 0.34 --------Bottom Chords --------- A -D 0.76 1126 T 0.12 0.64 D -C 0.76 1126 T 0.12 0.64 ------------- Webs ------------- E -D 0.17 389 C D -B 0.14 491 T D -F 0.17 389 C TL Defl -0.20" in A -D L/999 LL Defl 0.17" in D -C L/999 DL Defl -0.12" at D L/999 Shear // Grain in A -E 0.20 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI D LOCK 5.Ox 6.0 Ctr-0.5 0.56 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx NOTES: A 773 208 3- 8 1- 8 Trusses Manufactured by: Hz = -103 East Coast Lumber C 860 228 8- 0 1- 8 Analysis Conforms To: Hz = 104 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1249 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus'" 0 1996-2007 version 20.0.025 Engineering - Portrait 2/28/2007 3 54 02 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T G10 1 ENDJO 70000 6 0 0 ENGLE/CARC4T/M#18619 3-10-3 HO 4-3 HO 3-10-3 TC 7-0-0 2x4 B 1 E 3x6 C 3x4 II W:800 HGR R:1469 R:1470 U: 381 U: 410 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Enaineer:na, Inc./Online Plus' A 1470 381 8- 0 1-12 Hz = -62 Online Plus -- Version 20.0.025 C 1470 410 3- 8 1-12 RUN DATE: 28-FEB-07 Hz = 160 CSI -Size- ----Lumber---- TC 0.25 2x 4 SP-#2 BC 0.60 2x 6 SP-#2 WB 0.42 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.0' BC V 0 10 0.0' 7.0' BC V 170 170 0.0' 7.0' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.25 1582 C 0.02 0.23 D -B 0.16 53 C 0.00 0.16 --------Bottom Chords --------- A -E 0.60 1437 T 0.19 0.41 E -C 0.49 1437 T 0.19 0.30 ------------- Webs ------------- E -D 0.42 1390 T D -C 0.37 1699 C C -B 0.04 88 C WindLd TL Defl -0.05" in A -E L/999 LL Defl -0.02" in A -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 0.58 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 6.0 Ctr-1.3 1.00 C LOCK 3.Ox 4.0-1.0 Ctr 0.94 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Scale: 0.472" = 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1699 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus- 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:54:03 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2 1*2P SP 290608 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 0 0 N O TC ' 5-2-3 BC 9-8-0 5x6 B 2-8-0 c 9-8-2 HO 1-0 N O 6-9-4 0' 6x8 3x6 2x4 4x6 4x8 3x6 2x4 65x411 W:800 HGR R:1725 R:2432 U: 461 U: 648 29-6-8 29-6-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 ` 2-Ply Truss ` CSI -Size- ----Lumber---- TC 0.24 2x 4 SP-#2 BC 0.64 2x 6 SP-#2 WB 0.37 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 6- 8 BC Cont. 0- 0- 0 29- 6- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 20.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 33 25 0.0' 29.5' BC V 0 8 0.0' 29.5' TC V 120 120 22.0' CL-LB BC V 226 226 21.9' CL-LB BC v 735 735 19.3' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1726 461 8- 0 1- 8 Hz = -95 F 2433 649 3- 8 1- 8 Hz = 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.10 3250 C 0.02 0.08 Robbins Engineering, Inc./Online Plus'" J -B 0.11 2982 C 0.01 0.10 B -C 0.23 2930 C 0.01 0.22 C -Q 0.24 4388 C 0.04 0.20 Q -K 0.15 5514 C 0.07 0.08 K -D 0.12 5514 C 0.11 0.01 D -N 0.23 5190 C 0.05 0.18 N -E 0.21 5579 C 0.07 0.14 --------Bottom Chords --------- A -I 0.30 2908 T 0.11 0.19 I -M 0.37 4372 T 0.29 0.08 M -P 0.41 5060 T 0.33 0.08 P -S1 0.37 5060 T 0.33 0.04 S1-H 0.39 5060 T 0.33 0.06 H -L 0.37 4648 T 0.31 0.06 L -0 0.38 5001 T 0.33 0.05 0 -E 0.64 5001 T 0.33 0.31 E -F 0.57 155 T 0.01 0.56 ------------- Webs ------------- J -I 0.02 270 C I -B 0.37 2322 T I -C 0.23 2668 C M -C 0.09 612 T M -Q 0.08 967 C P -Q 0.04 262 T Q -H 0.10 711 T H -K 0.01 190 C H -D 0.23 1458 T L -D 0.10 689 T L -N 0.03 406 C 0 -N 0.05 312 T TL Defl -0.25" in P -S1 L/999 LL Defl -0.12" in P -S1 L/999 DL Defl -0.19" at Sl L/999 Shear // Grain in E -F 1.00 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gloss Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 5.Ox 6.0 Ctr-0.1 0.58 D LOCK 5.Ox 8.0 Ctr-0.1 0.84 E# RHS 5.0x10.0 0.2-1.0 0.68 I LOCK 6.Ox 8.0 1.0-1.2 0.98 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.215" = 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 2 12 24 0 WB 1 8 e Plus clusters of nails where shown. OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 5579 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP NOTES: Robbins Engineering, Inc./Online Plus'" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/282007 3:53:44 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2A 1 SP 290608 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 1-0 0 O N N O O TC 9-0-0 11-0-2 8-9-4 O1 3x3 #3x3 3x3 5x6M 3x4 5x6 B Fri. C 4- 0 K D 2x4 >7� 5-2-3 4-#4x10 AA E N S1 H F 3x8 3x6 6x8 65x4� W:800 HGR R:1261 R:1135 U: 335 U: 298 BC 19-10-5 9-8-3 29-6-8 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.218" = 1' Robbins Engineering, Inc./Online Plus'" P -B 0.19 1781 C 0.01 0.18 NOTES: B -K 0.38 1638 C 0.01 0.37 Trusses Manufactured by: Online Plus -- Version 20.0.025 K -D 0.38 1673 C 0.01 0.37 East Coast Lumber RUN DATE: 28-FEB-07 D -L 0.24 1872 C 0.02 0.22 Analysis Conforms To: L -E 0.39 2245 C 0.01 0.38 FBC2004 CSI -Size- ----Lumber---- --------Bottom Chords--------- OH Loading TC 0.39 2x 4 SP-#2 A -N 0.81 1866 T 0.19 0.62 Soffit psf 2.0 BC 0.87 2x 4 SP-#2 N -S1 0.60 1899 T 0.20 0.40 Design checked for LL on BC EX H -E 2x 6 SP-#2 S1-H 0.87 1899 T 0.20 0.67 per BOCA (section 1606.2.3), WB 0.23 2x 4 SP-#3 H -E 0.59 2034 T 0.14 0.45 IBC/IRC-2003 and FBC 2004 E -F 0.47 131 T 0.00 0.47 (section 1607.1), 20.0 psf. Brace truss as follows: -------------Webs------------- Design checked for 10 psf non- O.C. From To P -N 0.12 308 C concurrent LL on BC. TC Cont. 0- 0- 0 29- 6- 8 B -N 0.15 476 T NOTE: USER MODIFIED PLATES BC Cont. 0- 0- 0 29- 6- 8 N -K 0.23 354 C This design may have plates K -H 0.21 294 C selected through a plate Loading Live Dead (psf) H -D 0.16 505 T monitor. TC 20.0 15.0 H -L 0.16 398 C Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 Truss is designed as a Main Total 20.0 20.0 40.0 TL Defl -0.31" in S1-H L/999 Wind -Force Resistance System. Spacing 24.0" LL Defl -0.16" in S1-H L/999 Wind Speed: 120 mph Lumber Duration Factor 1.25 DL Defl -0.19" at S1 L/999 Mean Roof Height: 18-0 Plate Duration Factor 1.25 Shear // Grain in E -F 0.93 Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. Building Type: Enclosed PLATING CONFORMS TO TPI. Zone location: Exterior REPORTS: SBCCI 9761 TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) ROBBINS ENGINEERING, INC. BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) BASED ON SP LUMBER Max comp. force 2245 Lbs USING GROSS AREA TEST. Quality Control Factor 1.00 Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area Lbs Moving Point Load applied Plate - RES 20 Ga, Gross Area FABRICATOR NOTES: at Panel Points and Mid -panel it Type Plt Size X Y JSI 1. EAST COAST LUMBER & SUPPLY on BC A LOCK 4.Ox 6.0 Ctr 0.1 0.69 MAURICE A. SHASHOUA, B LOCK 5.Ox 6.0 0.7-3.1 0.58 P.E.#EB5251 & 19554 it React Uplft Size Req'd D LOCK 5.Ox 6.0 Ctr-0.5 1.00 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx E# LOCK 4.Ox10.0 Ctr-0.3 0.58 FORT PIERCE FL. 34946 A 1262 336 8- 0 1- 8 H LOCK 6.Ox 8.0-0.5 Ctr 0.67 2. !!!CAUTION!!! READ "SCSI-B1 Hz = -108 SUMMARY SHEET" BEFORE F 1135 298 3- 8 1- 8 # = Plate Monitor used HANDLING , INSTALLING & Hz = 109 BRACING TRUSSES. REFER TO ROBBINS ENG. GENERAL 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR FOR: 1-JACK NAILS. ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. 2-TBRACE. 3-BEARING BLOCK. A -P 0.31 2088 C 0.01 0.30 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus" 0 1996.2007 Version 20,0.025 Engineering - Portrait 2/28/2007 3 53 45 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2B 1 SP 291100 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO -1-5 o 0 o N ti O O TC 2 11-0-0 7-0-0 10-9-6 5-10-3 5x6 B 5x6 C 2x4 5x6 7x6 65x6.< W:800 SPL W:300 11:1324 R:1190 U: 340 U: 292 BC 22-0-12 29-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-#2 BC 0.84 2x 4 SP-#2 EX K -D 2x 6 SP-SS WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1324 340 8- 0 1- 9 Hz = -133 E 1190 292 3- 0 1- 8 Hz = 134 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.28 2195 C 0.05 0.23 Robbins Engineering, Inc./Online Plus - I -B 0.32 1748 C 0.01 0.31 B -C 0.63 1623 C 0.04 0.59 C -J 0.37 2455 C 0.04 0.33 J -D 0.62 2445 C 0.09 0.53 --------Bottom Chords --------- * -L 0.56 1963 T 0.18 0.38 L -H 0.62 1963 T 0.20 0.42 H -K 0.84 1638 T 0.16 0.68 K -D 0.56 2195 T 0.13 0.43 D -E 0.47 145 T 0.00 0.47 ------------- Webs ------------- L -I 0.07 243 T I -H 0.29 442 C B -H 0.10 356 T H -C 0.08 126 T C -K 0.29 918 T K -J 0.08 374 C TL Defl -0.36" in H -K L/957 LL Defl 0.30" in H -K L/999 DL Defl -0.19" at K L/999 Shear // Grain in D -E 0.98 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.73 B LOCK 5.Ox 6.0 0.7-3.1 0.58 C LOCK 5.Ox 6.0-0.7-3.1 0.87 D# LOCK 4.0x10.0 Ctr-0.3 0.58 H LOCK 5.Ox 6.0 Ctr-0.5 0.67 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: 7-10-4 Scale: 0.214" = 1 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2455 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53.45 PM Page 1 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2C 1 SP 291100 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO -1-5 o O o N � O O TC 5x6 5x6 B C 3x8 6 3x6 ��=" i \ \ S3 3x4 S2� 6-10-3 M \ 4x6V// #4x10 A D K S1 H G E 2x4 4x8 3x8 7x6 &5x6, W:800 W:300 R:1338 R:1199 U: 340 U: 292 BC 22-0-12 7-10-4 29-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.214" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.60 2x 4 SP-#2 BC 0.73 2x 4 SP-#2 EX G -D 2x 6 SP-SS WB 0.45 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1338 340 8- 0 1- 9 Hz = -158 E 1199 292 3- 0 1- 8 Hz = 159 Robbins Fngineering, Inc./Online Plus'" I -S2 0.46 1726 C 0.01 0.45 S2-B 0.42 1626 C 0.04 0.38 B -C 0.14 1462 C 0.01 0.13 C -S3 0.31 2492 C 0.07 0.24 S3-J 0.52 2584 C 0.04 0.48 J -D 0.60 2473 C 0.10 0.50 --------Bottom Chords --------- * -K 0.62 1978 T 0.18 0.44 K -S1 0.64 1978 T 0.20 0.44 S1-H 0.64 1978 T 0.20 0.44 H -G 0.73 1447 T 0.14 0.59 G -D 0.56 2228 T 0.14 0.42 D -E 0.47 170 T 0.00 0.47 ------------- Webs ------------- K -I 0.08 255 T I -H 0.45 575 C H -B 0.12 386 T H -C 0.06 123 T C -G 0.40 1128 T G -J 0.10 489 C TL Defl -0.32" in G -D L/999 LL Defl 0.20" in H -G L/999 DL Defl -0.19" at G L/999 Shear // Grain in D -E 0.99 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.73 B LOCK 5.Ox 6.0 0.7-3.1 0.58 C LOCK 5.Ox 6.0-0.3-3.4 0.80 D# LOCK 4.Ox10.0 Ctr-0.3 0.58 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.90 # = Plate Monitor used Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL ----------Top Chords---------- NOTES AND SYMBOLS SHEET FOR A -I 0.47 2203 C 0.02 0.45 ADDITIONAL SPECIFICATIONS. Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20 0 025 Engineering - Portrait 2/28/2007 3:53:46 PM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2584 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark uan Type Span P1-H1 Left OH Right OH Engineering P CARC4T T2D1 SP 291100 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 NO 4-3 HO -1-5 0 0 0 H. N H. O O TC ~ 14-6-0 14-3-6 '" 5x6 B tea. 6 3x6 3x6 3// S2 2x4 1, I 7 _7_3 li 4x6 ' I j' I �� #4x10 AiC i-- - --- - -2 E J S3 G F D 2x4 3x8 3x4 7x6 &5x6 W:800 W:300 R:1358 R:1213 U: 340 U: 292 BC 22-0-12 7-10-4 29-11-0 ALL PLATES ARE LOCx20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.215" = 1' Robbins Engineering, Inc./Online Plus" A -H 0.60 2200 C 0.02 0.58 Trusses Manufactured by: H -S1 0.60 1769 C 0.02 0.58 East Coast Lumber Online Plus -- Version 20.0.025 S1-B 0.48 1657 C 0.05 0.43 Analysis Conforms To: RUN DATE: 28-FEB-07 B -S2 0.65 2542 C 0.13 0.52 FBC2004 S2-I 0.64 2657 C 0.04 0.60 OH Loading CSI -Size- ----Lumber---- I -C 0.64 2529 C 0.04 0.60 Soffit psf 2.0 TC 0.65 2x 4 SP-#2 --------Bottom Chords--------- Design checked for LL on BC BC 0.74 2x 4 SP-#2 A -J 0.69 1977 T 0.18 0.51 per BOCA (section 1606.2.3), EX F -C 2x 6 SP-SS J -S3 0.56 1977 T 0.19 0.37 IBC/IRC-2003 and FBC 2004 WB 0.63 2x 4 SP-#3 S3-G 0.66 1977 T 0.33 0.33 (section 1607.1), 20.0 psf. G -F 0.74 1356 T 0.12 0.62 Design checked for 10 psf non - Brace truss as follows: F -C 0.55 2285 T 0.14 0.41 concurrent LL on BC. O.C. From To C -D 0.48 188 T 0.00 0.48 NOTE: USER MODIFIED PLATES TC Cont. 0- 0- 0 29-11- 0 -------------Webs------------- This design may have plates BC Cont. 0- 0- 0 29-11- 0 J -H 0.08 255 T selected through a plate H -G 0.34 573 C monitor. Loading Live Dead (psf) G -B 0.17 547 T Wind Loads - ANSI / ASCE 7-02 TC 20.0 15.0 B -F 0.63 1275 T Truss is designed as a Main BC 0.0 5.0 F -I 0.11 547 C Wind -Force Resistance System. Total 20.0 20.0 40.0 Wind Speed: 120 mph Spacing 24.0" TL Defl -0.36" in G -F L/964 Mean Roof Height: 18-0 Lumber Duration Factor 1.25 LL Defl 0.24" in G -F L/999 Exposure Category: B Plate Duration Factor 1.25 DL Defl -0.20" at F L/999 Occupancy Factor : 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 Shear // Grain in C -D 1.00 Building Type: Enclosed BC Fb=1.10 Fc=1.10 Ft=1.10 Zone location: Exterior Plates for each ply each face. TC Dead Load 7.0 psf PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Max comp. force 2657 Lbs Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. Quality Control Factor 1.00 Plus 1 BC LL Load Case(s) BASED ON SP LUMBER USING GROSS,AREA TEST. FABRICATOR NOTES: Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area 1. EAST COAST LUMBER & SUPPLY Lbs Moving Point Load applied Plate - RHS 20 Ga, Gross Area MAURICE A. SHASHOUA, at Panel Points and Mid -panel it Type Plt Size X Y JSI P.E.#EB5251 & 19554 on BC A LOCK 4.Ox 6.0 Ctr 0.1 0.73 5285 ST. LUCIE BLVD. B LOCK 5.Ox 6.0 1.0-0.6 0.80 FORT PIERCE FL. 34946 it React Uplft Size Req'd C# LOCK 4.0x10.0 Ctr-0.3 0.58 2. !!!CAUTION!!! READ "SCSI-B1 Lbs Lbs In-Sx In-Sx SUMMARY SHEET" BEFORE A 1358 340 8- 0 1-10 # = Plate Monitor used HANDLING , INSTALLING b Hz = -176 BRACING TRUSSES. D 1214 292 3- 0 1- 8 REFER TO ROBBINS ENG. GENERAL 3. SEE ATTACHED DETAIL SHEET Hz = 177 NOTES AND SYMBOLS SHEET FOR FOR: 1-JACK NAILS. ADDITIONAL SPECIFICATIONS. 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd 4. DESIGNER: JRP ----------Top Chords---------- NOTES: Robbins Engineering, Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3.53 47 PM Page t Job Mark Quan Type Span P1-H1 Left OH Right OH F_ngineering CARC4T C2E 1*2P SP 291100 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 11-7 0 0 N O TC " 14-6-1 13-3-8 2-1-7 5x6 B r 6 3x6 3x6 S1 S4 2x4 3H i I H 5x62x4 # 4A6 D \ C K D E m L S2 G S3 F 2x4 2x4 3x6 3x6 3x6 4x10 W:800 'W:300 R:1461 R:4803 U: 366 JO:1268 5x12 BC 29-11-0 29-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.212" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 • 2-Ply Truss CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 EX S3-E 2x 4 SP-SS WB 0.59 2x 4 SP-#3 EX J -D 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.30 Ft=1.10 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 29.9' BC V 0 10 0.0' 29.9' BC V 40 0 13.2' 17.5' BC V 1806 1806 29.0' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Caso(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" H -S1 0.33 2063 C 0.00 0.33 Si-B 0.30 1952 C 0.02 0.28 B -S4 0.31 2966 C 0.01 0.30 S4-I 0.33 3068 C 0.01 0.32 I -C 0.49 2942 C 0.04 0.45 C -K 0.14 4498 C 0.03 0.11 K -D 0.14 4498 C 0.03 0.11 --------Bottom Chords --------- * -L 0.35 2187 T 0.10 0.25 L -S2 0.23 2187 T 0.10 0.13 S2-G 0.36 2181 T 0.18 0.18 G -S3 0.38 1530 T 0.07 0.31 S3-F 0.26 1530 T 0.03 0.23 F -J 0.62 7868 T 0.34 0.28 J -E 0.28 177 T 0.00 0.28 ------------- Webs ------------- L -H 0.03 245 T H -G 0.05 562 C G -B 0.09 615 T B -F 0.26 1654 T F -I 0.04 559 C F -C 0.59 5211 C C -J 0.28 3635 C J -K 0.05 433 T J -D 0.39 5927 T E -D 0.31 4069 C WindLd TL Defl -0.35" in F -J L/986 LL Dofl -0.18" in G -S3 L/999 DL Defl -0.19" at F L/999 Shear // Grain in J -E 0.47 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plato - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.64 B LOCK 5.Ox 6.0 Ctr-0.1 0.68 D# LOCK 5.Ox 8.0-0.6 0.4 0.90 F LOCK 4.0x10.0 0.5 Ctr 0.89 J LOCK 5.Oxl2.0 0.5-0.6 0.95 # = Plate Monitor used it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 1462 367 8- 0 1- 8 NOTES AND SYMBOLS SHEET FOR Hz = -174 ADDITIONAL SPECIFICATIONS. E 4803 1269 3- 0 2-13 Hz = 198 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: A -H 0.33 2431 C 0.00 0.33 FBC2004 Robbins Engineering, Inc./Online Plus" 0 1996-2007 Version 20.0 025 Engineering - Portrait 2/28/2007 3 53 48 PM Page 1 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 1 12 24 0 WB 1 8 8 Web Connection Exception -- Use 4" spacing for scrows or nails on the following webs F -C Plus clusters of nails where shown. OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 5211 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Pl uan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2F Sp 290000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 1-8-3 0 0 N O TC '' 14-6-0 11-10-0 2-8-0 5x6 B SPL ii 3x6 6 SH 7-7-3 II 5x6 4x6 C D 4x6 A E _m m- �� G S1 K S2 F J 2x4 2x4 3x8 3x8 3x6 3x6 3x6 W:800 HGR R:1246 R:1159 U: 331 U: 312 BC 29-0-0 29-0-0 ALL PLATES ARE LOCK20 Scale: 0.219" = 1' Robbins Engineering, Inc./Online Plus' B -I 0.45 1303 C 0.01 0.44 NOTES: I -C 0.45 1820 C 0.01 0.44 Trusses Manufactured by: Online Plus -- Version 20.0.025 C -D 0.21 1849 C 0.02 0.19 East Coast Lumber RUN DATE: 28-FEB-07--------Bottom Chords--------- Analysis Conforms To: A -G 0.68 1770 T 0.17 0.51 FBC2004 CSI -Size- ----Lumber---- G -S1 0.50 1770 T 0.19 0.31 OH Loading TC 0.61 2x 4 SP-#2 S1-K 0.70 1770 T 0.19 0.51 Soffit psf 2.0 BC 0.70 2x 4 SP-#2 K -S2 0.58 1645 T 0.18 0.40 Design checked for LL on BC WB 0.68 2x 4 SP-#3 S2-F 0.42 1645 T 0.18 0.24 per BOCA (section 1606.2.3), F -J 0.65 1937 T 0.22 0.43 IBC/IRC-2003 and FBC 2004 Brace truss as follows: J -E 0.20 178 T 0.00 0.20 (section 1607.1), 20.0 psf. O.C. From To -------------Webs------------- Design checked for 10 psf non- TC Cont. 0- 0- 0 29- 0- 0 G -H 0.08 273 T concurrent LL on BC. BC Cont. 0- 0- 0 29- 0- 0 H -K 0.63 687 C Wind Loads - ANSI / ASCE 7-02 K -B 0.23 733 T Truss is designed as a Main Loading Live Dead (psf) K -I 0.46 601 C Wind -Force Resistance System. TC 20.0 15.0 F -I 0.09 292 T Wind Speed: 120 mph BC 0.0 5.0 F -C 0.21 393 C Mean Roof Height: 18-0 Total 20.0 20.0 40.0 J -C 0.17 1073 C Exposure Category: B Spacing 24.0" J -D 0.68 2143 T Occupancy Factor : 1.00 Lumber Duration Factor 1.25 E -D 0.18 1129 C WindLd Building Type: Enclosed Plate Duration Factor 1.25 Zone location: Exterior TC Fb=1.15 Fc=1.10 Ft=1.10 TL Defl -0.21" in S1-K L/999 TC Dead Load 7.0 psf BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.12" in S1-K L/999 BC Dead Load 3.0 psf DL Defl -0.14" at S1 L/999 Max comp. force 1968 Lbs Shear // Grain in H -B 0.31 Quality Control Factor 1.00 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plates for each ply each face. FABRICATOR NOTES: PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY Checked for NonConcurrent 200 REPORTS: SBCCI 9761 MAURICE A. SHASHOUA, Lbs Moving Point Load applied ROBBINS ENGINEERING, INC. P.E.#EB5251 & 19554 at Panel Points and Mid -panel BASED ON SP LUMBER 5285 ST. LUCIE BLVD. on BC USING GROSS AREA TEST. FORT PIERCE FL. 34946 Plate - LOCK 20 Gar Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Jt React Uplft Size Req'd Plate - RES 20 Ga, Gross Area SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI HANDLING , INSTALLING & A 1246 331 8- 0 1- 8 A LOCK 4.Ox 6.0 Ctr 0.1 0.65 BRACING TRUSSES. Hz = -169 H LOCK 5.Ox 6.0-0.2 0.5 0.67 3. SEE ATTACHED DETAIL SHEET E 1160 313 3- 8 1- 8 B LOCK 5.Ox 6.0 Ctr-0.1 0.58 FOR: 1-JACK NAILS. Hz = 201 J LOCK 3.Ox 6.0 1.0 Ctr 0.98 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL A -H 0.61 1968 C 0.02 0.59 NOTES AND SYMBOLS SHEET FOR H -B 0.60 1307 C 0.01 0.59 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc.lOnline Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53:48 PM Page 1 , Job CARC4T Mark H2G Quan Type 1 SP Span P1-H1 Left OH Right OH 290000 6 1- 2- 0 0 I Engineering ENGLE/CARC4T/M#18619 HO 4-3 0 0 HO 1-4-3 N O TC 'i 14-6-0 9-10-0 4-8-0 6x6 B SPL \2x4 6 5x6 � J 7-7-3 \�� I ^\5x6 6x8 1-4-OF '/; 1-4-OE i�\\ � �\ I I C D !I II E 4x6 I \ i \ II 0 6 10 1- 46x6 2x4 K sl H G HGR R: 1159 2x4 4x8 3x8 2x4 U: 314 W:800 R:1246 U: 329 BC 21-0-0 8-0-0 29-0-0 ALL PLATES ARE LOCK20 Scale: 0.219" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.64 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 CW 0.39 2x 4 SP-#3 WB 0.64 2x 4 SP-#3 EX L -D 2x 4 SP-#2 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 29- 0- 0 BC Cont. 0- 0- 0 29- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - I -B 0.63 1306 C 0.01 0.62 B -J 0.47 2689 C 0.04 0.43 J -C 0.47 2684 C 0.06 0.41 C -D 0.37 4004 C 0.14 0.23 --------Bottom Chords --------- * -K 0.68 1772 T 0.17 0.51 K -S1 0.68 1772 T 0.19 0.49 S1-H 0.64 1772 T 0.19 0.45 H -G 0.52 73 T 0.00 0.52 F -L 0.98 4118 T 0.69 0.29 L -E 0.43 160 T 0.00 0.43 ---------- Chord -Webs ---------- G -F 0.36 223 T 0.00 0.36 F -J 0.39 414 C 0.00 0.39 ------------- Webs ------------- K -I 0.08 270 T I -H 0.64 694 C H -B 0.08 288 T H -F 0.35 1102 T B -F 0.56 1703 T F -C 0.41 1724 C L -C 0.16 1013 C L -D 0.76 4120 T E -D 0.17 1100 C WindLd TL Defl -0.49" in F -L L/684 LL Defl -0.24" in F -L L/999 DL Defl -0.36" at G L/943 Shear // Grain in I -B 0.32 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area A 1246 329 8- 0 1- 8 it Type Plt Size X Y JSI Hz = -154 A LOCK 4.Ox 6.0 Ctr 0.1 0.65 E 1160 315 3- 8 1- 8 I LOCK 5.Ox 6.0-0.2 0.5 0.67 Hz = 178 B LOCK 6.Ox 6.0 1.0-1.1 0.89 D LOCK 6.0x 8.0-0.5 Ctr 0.89 Membr CSI P Lbs Axl-CSI-Bnd S1 LOCK 4.Ox 8.0 Ctr 0.2 0.91 ----------Top Chords---------- F LOCK 6.Ox10.0 Ctr 1.2 0.89 A -I 0.64 1969 C 0.02 0.62 L LOCK 6.Ox 8.0 0.5 Ctr 0.89 Robbins Engineering. Inc./Online Plus'• 0 1996.2007 Version 20 0 025 Engineering - Portrait 2/28/2007 3 53 49 PM Page 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4004 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H2H 1 SP 290000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 2-4-3 0 0 N O TC '' 14-6-0 7-10-0 6-8-0 6x6 H PI SPL /2x4 6 5I6/ I J 5x6 4 7-7-3 �� C D D 1-4-OF 1-4-OE I e 4x6 \ \�� i _r F n 2x4 A• 6xB L 1- 4- 0 I,J. I �� ---�-----�- --- '� 4x10 HGR K S1 H G R:1160 2x4 3x6 3x8 2x4 U: 316 W:800 R:1246 U: 327 BC 21-0-0 8-0-0 29-0-0 ALL PLATES ARE LOCK20 Scale: 0.219" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.75 2x 4 SP-#2 BC 0.82 2x 4 SP-#2 CW 0.60 2x 4 SP-#3 WB 0.95 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 0- 0 BC Cont. 0- 0- 0 29- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1246 328 8- 0 1- 8 Hz = -149 E 1160 316 3- 8 1- 8 Hz = 198 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.63 1968 C 0.02 0.61 Robbins Engineering, Inc./Online Plus - I -B 0.62 1307 C 0.01 0.61 B -J 0.47 2635 C 0.04 0.43 J -C 0.24 2630 C 0.04 0.20 C -D 0.75 2844 C 0.11 0.64 --------Bottom Chords --------- * -K 0.68 1771 T 0.17 0.51 K -S1 0.70 1771 T 0.19 0.51 S1-H 0.82 1771 T 0.19 0.63 H -G 0.54 124 T 0.01 0.53 F -L 0.69 2883 T 0.48 0.21 L -E 0.50 164 T 0.00 0.50 ---------- Chord -Webs ---------- G -F 0.60 223 T 0.00 0.60 F -J 0.20 312 C 0.00 0.20 ------------- Webs ------------- K -I 0.08 270 T I -H 0.64 691 C H -B 0.09 296 T H -F 0.33 1052 T B -F 0.54 1641 T F -C 0.13 786 C L -C 0.13 819 C L -D 0.95 2988 T E -D 0.18 1124 C WindLd TL Defl -0.34" in G -F L/994 LL Defl -0.17" in G -F L/999 DL Defl -0.26" at G L/999 Shear // Grain in S1-H 0.43 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.65 I LOCK 5.Ox 6.0-0.2 0.5 0.67 B LOCK 6.Ox 6.0 1.0-1.1 0.86 D LOCK 4.0x10.0-1.5 Ctr 0.96 F LOCK 6.Ox 8.0 Ctr 1.2 0.90 L LOCK 4.0x10.0 1.5 Ctr 0.96 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2844 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Ponran 2/26/2007 3.53:50 PM Page 1 , Job Mark Quan Type Span P1-H1 Left OH Right oij Engineering CARC4T H2I 1 Sp 290000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 3-4-3 0 0 N O TC '~ 14-6-0 5-10-0 8-8-0 6x6 B • �i^I SPL �j \ 5x6 3x6 4x6 Sx6� I C L 6 D 7-7-3 1-4-OF 1-4-OE / \ Zz�� 1-1 E 4x6 ( F, Jqq Q 2x4 A 8x8 13x6- 0 v- HGR K S1 H G R:1160 2x4 3x8 3x8 2xi U: 317 W:800 2x4 R:1246 2,11114 U: 326 BC 20-5-12 N 8-4-8 r/ 'i 29-0-0 ALL PLATES ARE LOCK20 Scale: 0.219" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FES-07 CSI -Size- ----Lumber---- TC 0.62 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 CW 0.46 2x 4 SP-#3 WB 0.63 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 0- 0 BC Cont. 0- 0- 0 29- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1246 326 8- 0 1- 8 Hz = -145 E 1160 318 3- 8 1- 8 Hz = 218 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.62 1968 C 0.02 0.60 Robbins Engineering, Inc./Online Plus'" 0 1996-2007 Version 20.0.025 Engineering - Ponrait 2/26/2007 3:53:50 PM Page 1 Robbins Engineerino, Inc./Online Plus" I -B 0.61 1308 C 0.01 0.60 B -C 0.51 2486 C 0.08 0.43 C -L 0.32 2264 C 0.03 0.29 L -D 0.19 1331 C 0.01 0.18 --------Bottom Chords --------- * -K 0.68 1770 T 0.17 0.51 K -S1 0.50 1770 T 0.19 0.31 S1-H 0.70 1770 T 0.19 0.51 H -G 0.49 94 T 0.00 0.49 F -J 0.44 1331 T 0.14 0.30 J -E 0.31 168 T 0.00 0.31 ---------- Chord -Webs ---------- G -F 0.46 222 T 0.00 0.46 F -C 0.33 1452 C 0.09 0.24 ------------- Webs ------------- K -I 0.08 271 T I -H 0.63 688 C H -B 0.08 270 T H -F 0.34 1087 T B -F 0.48 1520 T F -L 0.36 1137 T J -L 0.18 946 C J -D 0.53 1676 T E -D 0.22 1145 C WindLd TL Defl -0.25" in G -F L/999 LL Defl -0.13" in S1-H L/999 DL Defl -0.18" at G L/999 Shear // Grain in I -B 0.32 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.65 I LOCK 5.Ox 6.0-0.2 0.5 0.67 B LOCK 6.Ox 6.0 1.0-1.1 0.79 F LOCK 8.0x 8.0 Ctr 1.4 0.67 J LOCK 3.Ox 6.0 0.5 Ctr 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2486 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T I Gl 1*2P SP 500000 6 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 TC 7-0-0 33-4-0 9-8-0 7x10 4x6 4x6 5x12 4x6 4x6 2x44x12 5x8 7x10 6 B J U Si K S L S2 M C 4x6 P/ \ jai/II it 4N6 4x10 jl \ I 1-a-oF m m--t'J ' W I S 3 O T H R 1- 6- 0 W:800 2x4 4x6 4x8 6x6 4x6 '7x6 4x6 7x16 E Q S4 G V R:4889 S5 2x4 7XIO 4x8 4x6 2x4 W:800 U:1315 20G-RHS-6x10 R:3744 U:3008 BC 29-0-0 21-0-0 50-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.134" = 1' Robbins Engineering, Inc./Online Plus' U -S1 0.64 21694 C 0.46 0.18 O LOCK 6.Ox 6.0-1.0 Ctr 0.92 S1-K 0.64 21694 C 0.46 0.18 T LOCK 4.Ox 6.0-0.5 Ctr 0.93 Online Plus -- Version 20.0.025 K -S 0.56 19896 C 0.38 0.18 S5 RHS 6.0x10.0 Ctr 0.2 0.89 RUN DATE: 28-FEB-07 S -L 0.42 17276 C 0.29 0.13 H LOCK 7.Ox 6.0 Ctr-1.1 0.71 ++" '+++•••••+• L -S2 0.48 17036 C 0.30 0.18 F LOCK 7.Ox16.0 Ctr 0.8 0.92 ' 2-Ply Truss • S2-M 0.49 17036 C 0.30 0.19 Q LOCK 7.0x10.0-0.5 Ctr 0.96 +•••••••'•'•••• M -C 0.21 9840 C 0.08 0.13 C -N 0.14 7457 C 0.05 0.09 CSI -Size- ----Lumber---- N -D 0.15 7627 C 0.05 0.10 REFER TO ROBBINS ENG. GENERAL TC 0.64 2x 6 SP-#2 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR BC 0.80 2x 6 SP-#2 A -W 0.80 8885 T 0.59 0.21 ADDITIONAL SPECIFICATIONS. EX S3-S5 2x 6 SP-SS W -I 0.80 8885 T 0.59 0.21 EX S5-F 2x 6 SP-SS I -S3 0.72 9125 T 0.61 0.11 NOTES: CW 0.82 2x 6 SP-#2 S3-0 0.39 9125 T 0.31 0.08 Trusses Manufactured by: WB 0.72 .2x 4 SP-#3 O -T 0.61 15405 T 0.53 0.08 East Coast Lumber EX B -O 2x 4 SP-#2 T -S5 0.71 18955 T 0.65 0.06 Analysis Conforms To: EX F -M 2x 4 SP-#2 S5-H 0.76 18955 T 0.65 0.11 FBC2004 EX F -Q 2x 4 SP-#2 H -R 0.86 21693 T 0.75 0.11 2 COMPLETE TRUSSES REQUIRED. R -F 0.88 19895 T 0.68 0.20 Fasten together in staggered Brace truss as follows: E -Q 0.17 1216 T 0.04 0.13 pattern. (1/2" bolts -OR- O.C. From To Q -S4 0.47 6677 T 0.44 0.03 SDS3 screws -OR- 10d nails TC Cont. 0- 0- 0 50- 0- 0 S4-G 0.48 6677 T 0.44 0.04 as each layer is applied.) BC Cont. 0- 0- 0 50- 0- 0 G -V 0.56 6806 T 0.45 0.11 ----Spacing (In)---- V -D 0.56 6806 T 0.45 0.11 Rows Nails Screws Bolts Loading Live Dead (psf) ---------- Chord -Webs ---------- TC 2 12 24 0 TC 20.0 15.0 E -F 0.82 232 T 0.00 0.82 BC 2 12 24 0 BC 0.0 5.0 F -L 0.41 290 C 0.00 0.41 WB 1 8 8 Total 20.0 20.0 40.0 -------------Webs------------- Plus clusters of nails where Spacing 24.0" W -P 0.02 340 C shown. Lumber Duration Factor 1.25 P -I 0.04 322 T Design chocked for LL on BC Plate Duration Factor 1.25 I -B 0.04 301 T per BOCA (section 1606.2.3), TC Fb=1.00 Fc=1.00 Ft=1.00 B -O 0.67 7358 T IBC/IRC-2003 and FBC 2004 BC Fb=1.00 Fc=1.00 Ft=1.00 O -J 0.23 2893 C (section 1607.1), 20.0 psf. J -T 0.72 4522 T Design chocked for 10 psf non - Load Case # 1 Standard Loading T -U 0.21 2629 C concurrent LL on BC. Lumber Duration Factor 1.25 U -H 0.56 3524 T Wind Loads - ANSI / ASCE 7-02 Plate Duration Factor 1.25 H -K 0.20 1475 T Truss is designed as a Main plf - Live Dead From To K -R 0.21 2380 C Wind -Force Resistance System. TC V 40 30 0.0' 50.0' R -S 0.28 1876 T Wind Speed: 120 mph BC V 0 10 0.0' 50.0' S -F 0.31 3379 C Mean Roof Height: 18-0 BC V 528 528 12.4' CL-LB F -M 0.77 8415 T Exposure Category: B BC V 1808 1808 20.9' CL-LB F -Q 0.81 8865 T Occupancy Factor : 1.00 Q -M 0.41 4728 C Building Type: Enclosed Q -C 0.66 4146 T Zone location: Exterior Plus 6 Wind Load Case(s) G -C 0.05 322 T TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) G -N 0.02 257 C BC Dead Load 3.0 psf V -N 0.02 168 T Max comp. force 21694 Lbs Checked for NonConcurrent 200 Quality Control Factor 1.00 Lbs Moving Point Load applied TL Defl -1.49" in H -R L/393 at Panel Points and Mid -panel LL Defl -0.74" in H -R L/787 FABRICATOR NOTES: on BC DL Defl -1.11" at H L/528 1. EAST COAST LUMBER 6 SUPPLY Shear // Grain in E -F 0.50 MAURICE A. SHASHOUA, Jt React Uplft Size Req'd P.E.#EB5251 6 19554 Lbs Lbs In-Sx In-Sx Plates for each ply each face. 5285 ST. LUCIE BLVD. A 4890 1316 8- 0 2-14 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 Hz = -106 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "BCSI-B1 D 3745 1009 8- 0 2- 3 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE Hz = ill BASED ON SP LUMBER HANDLING , INSTALLING 6 USING GROSS AREA TEST. BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. A -P 0.21 9976 C 0.09 0.12 Jt Type Pit Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. P -B 0.22 10190 C 0.09 0.13 B LOCK 7.Ox10.0 0.5 Ctr 0.91 4. DESIGNER: JRP B -J 0.49 15406 C 0.21 0.28 J LOCK 4.Ox 6.0 0.5 Ctr 0.93 J -U 0.54 18956 C 0.34 0.20 M LOCK 5.Ox 8.0-1.0 Ctr 1.00 Robbins Engineering, Inc.lOnline Plus" 0 1996-2007 Vernon 200,025 Engineering -Portrait 2/28r2007 3.53:28 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIA 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 o o N N O o TC '' 9-0-0 29-4-0 11-8-0 3x10 6x6 3x6S3 3x6 3x12 2x4 3x8 6x6 B K L S1 M N C 6 a- 2x4 J 6-2-3 5x4 3x6 � 1-4-OA 1-4-OF A / nr- %�z FP G' I S2 H S4 1- 4lir 0 W:800 4x8 5x10 3x6 5x10 6x12 E R:2086 2x4 U: 557 BC 29-0-0 50-0-0 ALL PLATES ARE LOCK20 _ SPL \Sx6 O 5 x 4 306 SPLG P "- 6x16 2x4 W:800 R:2086 U: 558 21-0-0 Scale: 0.132" = 1' Robbins Engineering, Inc./Online P1us- B -K 0.62 3241 C 0.14 0.48 D LOCK 3.Ox 6.0-1.4 0.7 0.86 K -S3 0.65 5094 C 0.17 0.48 D LOCK 5.Ox 4.0-3.2 1.1 0.82 Online Plus -- Version 20.0.025 S3-L 0.65 5094 C 0.30 0.35 S2 LOCK 5.Ox10.0 Ctr 0.8 0.85 RUN DATE: 28-FEB-07 L -S1 0.98 5308 C 0.40 0.58 S4 LOCK 5.Ox10.0 Ctr 0.8 0.95 S1-M 0.96 5308 C 0.40 0.56 F LOCK 6.Ox12.0 Ctr 1.2 0.90 CSI -Size- ----Lumber---- M -N 0.52 5282 C 0.19 0.33 TC 0.98 2x 4 SP-#2 N -C 0.28 3034 C 0.08 0.20 BC 0.90 2x 4 SP-#2 C -O 0.37 3389 C 0.07 0.30 REFER TO ROBBINS ENG. GENERAL EX S2-S4 2x 4 SP-SS 0 -D 0.49 3795 C 0.18 0.31 NOTES AND SYMBOLS SHEET FOR EX S4-F 2x 4 SP-SS --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. CW 0.60 2x 4 SP-#3 A -I 0.90 3426 T 0.32 0.58 WB 0.52 2x 4 SP-#3 I -S2 0.86 4700 T 0.78 0.08 NOTES: EX F -G 2x 4 SP-#2 S2-H 0.61 4700 T 0.23 0.38 Trusses Manufactured by: PB --- 2x 4 SP-#3 H -S4 0.55 5405 T 0.46 0.09 East Coast Lumber S4-F 0.64 5405 T 0.27 0.37 Analysis Conforms To: Brace truss as follows: E -G 0.77 103 C 0.00 0.77 FBC2004 O.C. From To G -P 0.87 3387 T 0.32 0.55 OH Loading TC Cont. 0- 0- 0 50- 0- 0 P -D 0.72 3387 T 0.31 0.41 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 ---------- Chord -Webs ---------- Design checked for LL on BC WB 1 rows CLB on I -K E -F 0.51 237 T 0.01 0.50 per BOCA (section 1606.2.3), WB 1 rows CLB on N -G F -M 0.60 405 C 0.00 0.60 IBC/IRC-2003 and FBC 2004 Attach CLB with (2)-10d nails -------------Webs------------- (section 1607.1), 20.0 psf. at each web. J -I 0.08 208 C Design checked for 10 psf non - I -B 0.38 1202 T concurrent LL on BC. Loading Live Dead (psf) I -K 0.48 1783 C 1 Br Wind Loads - ANSI / ASCE 7-02 TC 20.0 15.0 K -H 0.21 663 T Truss is designed as a Main BC 0.0 5.0 H -L 0.26 521 C Wind -Force Resistance System. Total 20.0 20.0 40.0 L -F 0.17 183 C Wind Speed: 120 mph Spacing 24.0" F -N 0.52 1623 T Mean Roof Height: 18-0 Lumber Duration Factor 1.25 F -G 0.94 4075 T Exposure Category: B Plate Duration Factor 1.25 N -G 0.45 1817 C 1 Br Occupancy Factor : 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 G -C 0.37 1163 T Building Type: Enclosed BC Fb=1.10 Fc=1.10 Ft=1.10 G -O 0.23 409 C Zone location: Exterior P -O 0.07 224 T TC Dead Load 7.0 psf BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) TL Defl -1.14" in S4-F L/510 Max comp. force 5308 Lbs Plus 1 UBC LL Load Case(s) LL Defl -0.54" in S4-F L/999 Quality Control Factor 1.00 DL Defl -0.86" at S4 L/676 Checked for NonConcurrent 200 Shear // Grain in B -K 0.33 FABRICATOR NOTES: Lbs Moving Point Load applied 1. EAST COAST LUMBER 6 SUPPLY at Panel Points and Mid -panel Plates for each ply each face. MAURICE A. SHASHOUA, on BC PLATING CONFORMS TO TPI. P.E.#EB5251 6 19554 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER 2. !!!CAUTION!!! READ 11SCSI-B1 A 2086 557 8- 0 2- 7 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE Hz = -138 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 D 2086 558 8- 0 2- 7 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. Hz = 142 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET A LOCK 3.Ox 6.0 1.4 0.7 0.87 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 4.0 3.2 1.1 0.85 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.75 4. DESIGNER: JRP A -J 0.39 3855 C 0.10 0.29 C LOCK 6.Ox 6.0-0.9-3.6 0.75 J -B 0.45 3601 C 0.08 0.37 0 LOCK 5.Ox 6.0 0.2 0.5 0.86 Robbins Engineering, Inc./Online Plus" 0 1995-2007 Version 20.0.025 Engineering -Portrait 2/28/2007 3.53:28 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T 7H]B 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O TC 11-0-0 25-4-0 13-8-0 6x6 3x6 3x10 3x6 3x10 2x4 6x8 B K S1 L S5 M C 2x4 �, S23x6 7-2-3 5x4 1 �� \� \ I •'��,. �� 1-4-OA 3x6 / �/ I) / i� 5x4 1-4-OF A 3x6 • - I S3 H 1 4-p0 W:800 4x85x8 3x6S6 '6x12 -ti E G S4 O R:2219 5x10 2x4 7x8 5x10 2x4 W:800 U: 557 R:2174 U: 558 BC 29-0-0 21-0-0 50-0-0 - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' K -S1 0.55 4665 C 0.15 0.40 S3 LOCK 5.Ox 8.0 Ctr 0.8 1.00 S1-L 0.52 4665 C 0.23 0.29 S6 LOCK 5.Ox10.0 Ctr 0.8 0.84 Online Plus -- Version 20.0.025 L -S5 0.49 4711 C 0.15 0.34 F LOCK 6.Oxl2.0 Ctr 1.2 0.98 RUN DATE: 28-FEB-07 S5-M 0.60 4711 C 0.15 0.45 G LOCK 7.Ox 8.0-0.5 Ctr 0.98 M -C 0.94 4693 C 0.34 0.60 S4 LOCK 5.Ox10.0 Ctr 0.8 0.92 CSI -Size- ----Lumber---- C -S2 0.62 3396 C 0.19 0.43 TC 0.94 2x 4 SP-#2 S2-N 0.50 3497 C 0.08 0.42 BC 0.64 2x 4 SP-SS N -D 0.62 3964 C 0.23 0.39 REFER TO ROBBINS ENG. GENERAL EX E -S4 2x 4 SP-#2 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR EX S4-D 2x 4 SP-#2 A -I 0.53 3667 T 0.16 0.37 ADDITIONAL SPECIFICATIONS. CW 0.61 2x 4 SP-#3 I -S3 0.46 4398 T 0.38 0.08 WB 0.99 2x 4 SP-#3 S3-H 0.61 4398 T 0.38 0.23 NOTES: PB --- 2x 4 SP-#3 H -S6 0.64 4843 T 0.41 0.23 Trusses Manufactured by: S6-F 0.57 4843 T 0.41 0.16 East Coast Lumber Brace truss as follows: E -G 0.57 124 C 0.00 0.57 Analysis Conforms To: O.C. From To G -S4 0.69 3545 T 0.59 0.10 FBC2004 TC Cont. 0- 0- 0 50- 0- 0 S4-0 0.82 3545 T 0.33 0.49 OH Loading BC Cont. 0- 0- 0 50- 0- 0 0 -D 0.78 3545 T 0.31 0.47 Soffit psf 2.0 WB 1 rows CLB on I -K ---------- Chord -Webs ---------- Design checked for LL on BC Attach CLB with (2)-10d nails E -F 0.61 227 T 0.00 0.61 per BOCA (section 1606.2.3), at each web. F -M 0.50 471 C 0.05 0.45 IBC/IRC-2003 and FBC 2004 -------------Webs------------- (section 1607.1), 20.0 psf. Loading Live Dead (psf) J -I 0.15 328 C Design checked for 10 psf non- TC 20.0 15.0 I -B 0.41 1295 T concurrent LL on BC. BC 0.0 5.0 I -K 0.46 1537 C 1 Br Wind Loads - ANSI / ASCE 7-02 Total 20.0 20.0 40.0 K -H 0.19 614 T Truss is designed as a Main Spacing 24.0" H -L 0.22 340 C Wind -Force Resistance System. Lumber Duration Factor 1.25 L -F 0.17 178 C Wind Speed: 120 mph Plate Duration Factor 1.25 F -C 0.66 2074 T Mean Roof Height: 18-0 TC Fb=1.15 Fc=1.10 Ft=1.10 F -G 0.99 3097 T Exposure Category: B BC Fb=1.10 Fc=1.10 Ft=1.10 G -C 0.15 225 C Occupancy Factor : 1.00 G -N 0.46 559 C Building Type: Enclosed 0 -N 0.08 251 T Zone location: Exterior Plus 6 Wind Load Case(s) TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) TL Defl -0.99" in S6-F L/587 BC Dead Load 3.0 psf Plus 1 BC LL Load Case(s) LL Defl -0.53" in S6-F L/999 Max comp. force 4711 Lbs DL Defl -0.61" at S6 L/956 Quality Control Factor 1.00 Checked for NonConcurrent 200 Shear // Grain in M -C 0.32 Lbs Moving Point Load applied FABRICATOR NOTES: at Panel Points and Mid -panel Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY on BC PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, REPORTS: SBCCI 9761 P.E.#EB5251 6 19554 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER FORT PIERCE FL. 34946 A 2220 557 8- 0 2-10 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 Hz = -165 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE D 2175 558 8- 0 2- 9 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 Hz = 170 Jt Type Plt Size X Y JSI BRACING TRUSSES. A LOCK 3.Ox 6.0 1.4 0.7 0.93 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 4.0 3.2 1.1 0.98 FOR: 1-JACK NAILS. ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.77 2-TBRACE. 3-BEARING BLOCK. A -J 0.44 4113 C 0.12 0.32 C LOCK 6.Ox 8.0-1.9-3.8 0.88 4. DESIGNER: JRP J -B 0.48 3770 C 0.09 0.39 D LOCK 3.Ox 6.0-1.4 0.7 0.90 B -K 0.49 3233 C 0.12 0.37 D LOCK 5.0x 4.0-3.2 1.1 0.90 Robbins Engineering, Inc./Online Plus"' 0 1996.2007 Version 20.0.025 Engineering - Portrait 2/262007 3.53-29 PM Page 1 . Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HI C 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC '" 13-0-0 21-4-0 15-8-0 6x6 3x6 4xIO 2x4 6x8 B K S1 L C 3 S2 2x4/ �� / 3x6 8-2-3 JI M 1-4-OA 3A6 �\ li// / 1-4-OF - � Sx4 w-m a 3 x 6 I S3 H SS 1- 0D W:800 3x6 4x8 3x65x8 6x10 E G S4 N R:2280 2x4 5x16 5x16 2x4 W:800 U: 557 R:2196 U: 558 BC 29-0-0 21-0-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-SS EX A -B 2x 4 SP-#2 EX S2-D 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 EX S3-S5 2x 4 SP-SS CW 0.75 2x 4 SP-#3 WB 0.98 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -F WB 1 rows CLB on G -M Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online Plus- J -B 0.81 3904 C 0.26 0.55 B -K 0.48 4075 C 0.19 0.29 * -S1 0.65 4068 C 0.26 0.39 S1-L 0.67 4068 C 0.26 0.41 L -C 0.31 4057 C 0.06 0.25 C -S2 0.58 3274 C 0.21 0.37 S2-M 0.70 3390 C 0.07 0.63 M -D 0.94 3969 C 0.31 0.63 --------Bottom Chords --------- A -1 0.97 3778 T 0.31 0.66 I -S3 0.77 3258 T 0.54 0.23 S3-H 0.56 3258 T 0.28 0.28 H -S5 0.64 4189 T 0.36 0.28 S5-F 0.99 4189 T 0.70 0.29 E -G 0.39 152 C 0.00 0.39 G -S4 0.86 3554 T 0.33 0.53 S4-N 0.84 3554 T 0.33 0.51 N -D 0.86 3554 T 0.31 0.55 ---------- Chord -Webs ---------- E -F 0.75 216 T 0.00 0.75 F -L 0.47 464 C 0.09 0.38 ------------- Webs ------------- J -I 0.14 418 C I -B 0.16 523 T B -H 0.36 1139 T H -K 0.34 508 C K -F 0.06 155 C 1 Br F -C 0.58 1819 T F -G 0.98 3067 T G -C 0.34 379 C G -M 0.21 698 C 1 Br N -M 0.08 272 T TL Defl -0.91" in S5-F L/640 LL Defl -0.52" in S5-F L/999 DL Defl -0.50" at S5 L/999 Shear // Grain in K -S1 0.39 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area A 2281 557 8- 0 2-11 Jt Type Plt Size X Y JSI Hz = -193 A LOCK 3.Ox 6.0 1.4 0.7 0.96 D 2197 558 8- 0 2- 9 A LOCK 4.Ox 6.0 4.2 1.6 0.95 Hz = 198 B LOCK 6.Ox 6.0 0.9-3.6 0.78 S1 LOCK 4.Ox10.0 Ctr-0.2 0.97 Membr CSI P Lbs Axl-CSI-Bnd C LOCK 6.Ox 8.0-1.4-3.8 0.96 ----------Top Chords---------- D LOCK 3.Ox 6.0-1.4 0.7 0.90 A -J 0.49 4227 C 0.11 0.38 D LOCK 5.Ox 4.0-3.2 1.1 0.91 Robbins Engineering. Inc./Online Plus" 0 1996-2007 version 20.0.025 Engineering - Ponraii 2/28/2007 3.53:30 PM Page 1 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.75 S5 LOCK 5.Ox 8.0 Ctr 0.8 0.96 F LOCK 6.Ox10.0 Ctr 1.3 0.99 G LOCK 5.Oxl6.0-1.0 Ctr 0.97 S4 LOCK 5.Oxl6.0 Ctr 0.8 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4227 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JP.P Job Mark Quan Type Span P1-H1 Left OH Right OH ri//g CARC4T HID 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O 0 TC 15-0-0 17-4-0 17-8-0 6x6 3x6 3x10 2x4 7x8 B K S2 L C 3x8 6 S1 2J4 / \ 3xO6 3x8 9_2_3 / /, 53 2x4 1-4-OA 4x6 P 1-4-OF 3x6 / Sx4 A �C�/ m- / � 3x6 m I S4 H S6 m- W:800 3x6 4x8 3x6 4x8 7x10 E M S5 N R:2307 2x4 4x12 4x8 3x6 W:800 U: 557 R:2223 U: 558 BC 29-0-0 21-0-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.80 2x 4 SP-#2 EX S1-B 2x 4 SP-SS EX C -S3 2x 4 SP-SS BC 0.98 2x 4 SP-#2 EX A -S4 2x 4 SP-SS EX S4-S6 2x 4 SP-SS CW 0.81 2x 4 SP-#3 WB 0.64 2x 4 SP-#3 EX F -M 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -F WB 1 rows CLB on M -C WB 1 rows CLB on M -0 Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2307 557 8- 0 2-12 Hz = -221 D 2223 558 8- 0 2-10 Hz = 225 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -J 0.76 4233 C 0.29 0.47 J -S1 0.67 4045 C 0.11 0.56 S1-B 0.68 3933 C 0.28 0.40 B -K 0.65 3599 C 0.09 0.56 K -S2 0.72 3599 C 0.22 0.50 S2-L 0.80 3599 C 0.22 0.58 L -C 0.43 3590 C 0.09 0.34 C -0 0.57 3176 C 0.19 0.38 0 -S3 0.34 3761 C 0.05 0.29 S3-P 0.31 3840 C 0.14 0.17 P -D 0.42 4129 C 0.12 0.30 --------Bottom Chords --------- A -I 0.54 3787 T 0.16 0.38 I -S4 0.39 3155 T 0.27 0.12 S4-H 0.59 3155 T 0.27 0.32 H -S6 0.64 3725 T 0.32 0.32 S6-F 0.98 3725 T 0.62 0.36 E -M 0.39 165 C 0.00 0.39 M -S5 0.81 3437 T 0.31 0.50 S5-N 0.68 3437 T 0.29 0.39 N -D 0.97 3677 T 0.32 0.65 ---------- Chord -Webs ---------- E -F 0.81 201 T 0.00 0.81 F -L 0.47 362 C 0.10 0.37 ------------- Webs ------------- J -I 0.16 479 C I -B 0.23 675 T B -H 0.27 850 T H -K 0.38 408 C K -F 0.07 183 C 1 Br F -C 0.64 2006 T F -M 0.58 3171 T M -C 0.25 788 C 1 Sr M -O 0.24 727 C 1 Br N -0 0.10 337 T N -P 0.12 269 C TL Defl -0.86" in S6-F L/679 LL Defl -0.51" in S6-F L/999 DL Defl -0.49" at S6 L/999 Shear // Grain in K -S2 0.35 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.96 A LOCK 4.Ox 6.0 4.2 1.6 0.95 B LOCK 6.Ox 6.0 0.9-3.6 0.79 C LOCK 7.Ox 8.0-1.0-4.3 0.99 D LOCK 3.Ox 6.0-1.4 0.7 0.93 D LOCK 5.Ox 4.0-3.2 1.1 0.99 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.76 S6 LOCK 4.Ox 8.0 Ctr 0.2 0.85 F LOCK 7.Ox10.0 Ctr 1.8 0.89 M LOCK 4.Oxl2.0-0.5 Ctr 0.90 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL. SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4233 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus- 0 1996-2007 Version 20.0.025 Engineering - Portrail 2/2612007 353.31 PM Page I Job Mark Quan Type Span P1-H1 Left OH Right OH E/tgineering CARC4T HIE 1 sP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 O ry N O O TC " 17-0-0 13-4-0 19-8-0 #3x6 6x6 3x6 #6x8 B L C 3z6/ 6; II\ 3x6 3x10 K/I' 2J4S1 iII I I ! �/ 3x10 10-2-3 �// `�\ �� .p,� pi / I // S2 2x4 1-4-OA �� .l /� I 9P �N 1-4-OF 4xA6 3x6 i /i /� Sx4 En�r� m-vim 3x6 I S3 H S4 O 1- 0 / D W:800 3x6 Sx10 4x8 3x8 3x6 6x10 E G r: R:2286 2x4 6x10 W:800 U: 568 SPL R:2226 U: 576 BC 30-6-0 19-6-0 50-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.131"=1' Robbins Engineering, Inc./Online Plus- K -B 0.44 3307 C 0.07 0.37 F LOCK 6.0x10.0 Ctr 1.2 0.81 B -L 0.59 2961 C 0.12 0.47 G LOCK 6.Ox10.0-1.0 Ctr 0.95 Online Plus -- Version 20.0.025 L -C 0.57 3309 C 0.07 0.50 RUN DATE: 28-FES-07 C -M 0.56 3511 C 0.18 0.38 # = Plate Monitor used M -S2 0.53 3746 C 0.09 0.44 CSI -Size- ----Lumber---- S2-N 0.45 3844 C 0.19 0.26 REFER TO ROBBINS ENG. GENERAL TC 0.59 2x 4 SP-#2 N -D 0.52 4090 C 0.21 0.31 NOTES AND SYMBOLS SHEET FOR BC 0.96 2. 4 SP-#2 --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. Cw 0.58 2x 4 SP-#3 A -I 0.89 3801 T 0.31 0.58 WB 0.61 2x 4 SP-#3 I -S3 0.83 3427 T 0.57 0.26 NOTES: EX F -G 2. 4 SP-#2 S3-H 0.86 3427 T 0.29 0.57 Trusses Manufactured by: PB --- 2. 4 SP-143 H -S4 0.79 3310 T 0.55 0.24 East Coast Lumber S4-0 0.80 3310 T 0.55 0.25 Analysis Conforms To: Brace truss as follows: 0 -F 0.77 3106 T 0.52 0.25 FBC2004 O.C. From To E -G 0.85 77 C 0.00 0.85 OH Loading TC Cont. 0- 0- 0 50- 0- 0 G -D 0.96 3655 T 0.31 0.65 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 ---------- Chord -Webs ---------- Design checked for LL on BC WB 1 rows CLB on H -L C -C 0.58 1599 C 0.06 0.52 per BOCA (section 1606.2.3), WB 1 rows CLB on O -L E -F 0.39 238 T 0.01 0.38 IBC/IRC-2003 and FBC 2004 WB 1 rows CLB on F -M F -C 0.31 286 T 0.09 0.22 (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails -------------Webs------------- Design checked for 10 psf non - at each web. J -I 0.09 318 C concurrent LL on BC. I -K 0.12 403 T NOTE: USER MODIFIED PLATES Loading Live Dead (psf) K -H 0.61 644 C This design may have plates TC 20.0 15.0 H -B 0.33 1053 T selected through a plate BC 0.0 5.0 H -L 0.25 569 C 1 Br monitor. Total 20.0 20.0 40.0 0 -L 0.03 132 T 1 Br Wind Loads - ANS.I / ASCE 7-02 Spacing 24.0" O -C 0.18 337 T Truss is designed as a Main Lumber Duration Factor 1.25 C -F 0.21 589 T Wind -Force Resistance System. Plate Duration Factor 1.25 F -M 0.11 381 C 1 Br Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 F -G 0.82 3461 T Mean Roof Height: 18-0 BC Fb=1.10 Fc=1.10 Ft=1.10 M -G 0.08 194 T Exposure Category: B G -N 0.13 386 C Occupancy Factor : 1.00 Building Type: Enclosed Plus 6 Wind Load Cases) TL Defl -0.68" in E -G L/855 Zone location: Exterior Plus 1 UBC LL Load Case(s) LL Defl -0.38" in S3-H L/999 TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) DL Defl -0.41" at 0 L/999 BC Dead Load 3.0 psf Shear // Grain in C -C 0.46 Max comp, force 4262 Lbs Checked for NonConcurrent 200 Quality Control Factor 1.00 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. FABRICATOR NOTES: on BC REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, Jt React Uplft Size Req'd BASED ON SP LUMBER P.E.#EB5251 S 19554 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. A 2287 569 8- 0 2-11 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Hz = -248 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ 11BCSI-B1 D 2226 576 8- 0 2-10 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Hz = 253 A LOCK 3.Ox 6.0 1.4 0.7 0.96 HANDLING , INSTALLING 6 A LOCK 4.Ox 6.0 4.2 1.6 0.97 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- C# LOCK 6.Ox 8.0-2.5 Ctr 0.76 FOR: 1-JACK NAILS. A -J 0.47 4262 C 0.12 0.35 D LOCK 3.Ox 6.0-1.4 0.7 0.92 2-TBRACE. 3-BEARING BLOCK. J -SI 0.46 4039 C 0.19 0.27 D LOCK 5.Ox 4.0-3.2 1.1 0.97 4. DESIGNER: JRP S1-K 0.48 3955 C 0.19 0.29 S3 LOCK 5.0x10.0 Ctr 0.8 0.95 Robbins Engineering, Inc./Online Plus'" 0 1996-2007 Version 20 0 025 Engineering - Portrait 2/28/2007 3,53,32 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIF 1 Sp 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC '" 19-0-0 9-4-0 21-8-0 6x6 3x6 6x6 B L C 2x4 ram, 3x6 3x10 �%' / ' r• I 3x6 S1 6\.` :� N 3x8 11-2-3 2x4 �/ / ' p; i / V; SS2 J �/ / •\ i' �� }� 1I \\�' 2x4 1-4-OA 4x6 j \ 6 3x6 5x4 3x6 I S3 H S4 P 1- 4- EO � \ / D W:800 3x6 4x8 4xB 3x8 3x6 '6x10 .- E G R:2314 2x4 6x10 W:800 U: 557 SPL R:2253 U : 558 BC 30-6-0 19-6-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus'" ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.75 A -J 0.50 4297 C 0.12 0.38 C LOCK 6.Ox 6.0-0.9-3.6 0.96 Online Plus -- Version 20.0.025 J -S1 0.40 4052 C 0.23 0.17 D LOCK 3.Ox 6.0-1.4 0.7 0.94 RUN DATE: 28-FEB-07 Sl-K 0.59 3955 C 0.22 0.37 D LOCK 5.Ox 4.0-3.2 1.1 1.00 K -B 0.48 3174 C 0.07 0.41 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.77 CSI -Size- ----Lumber---- B -L 0.28 2835 C 0.05 0.23 F LOCK 6.0x10.0 Ctr 1.2 0.87 TC 0.66 2x 4 SP-#2 L -C 0.29 2999 C 0.06 0.23 G LOCK 6.0x10.0-1.0 Ctr 0.97 BC 0.98 2x 4 SP-#2 C -M 0.35 3601 C 0.09 0.26 CW 0.39 2x 4 SP-#3 M -N 0.66 3581 C 0.21 0.45 WB 0.54 2x 4 SP-#3 N -S2 0.56 3775 C 0.09 0.47 REFER TO ROBBINS ENG. GENERAL EX F -G 2x 4 SP-#2 S2-O 0.50 3872 C 0.19 0.31 NOTES AND SYMBOLS SHEET FOR PB --- 2x 4 SP-#3 O -D 0.53 4149 C 0.22 0.31 ADDITIONAL SPECIFICATIONS. --------Bottom Chords--------- Bracetruss as follows: A -I 0.98 3836 T 0.31 0.67 NOTES: O.C. From To I -S3 0.82 3368 T 0.56 0.26 Trusses Manufactured by: TC Cont. 0- 0- 0 50- 0- 0 S3-H 0.94 3368 T 0.56 0.38 East Coast Lumber BC Cont. 0- 0- 0 50- 0- 0 H -S4 0.80 2998 T 0.50 0.30 Analysis Conforms To: WB 1 rows CLB on K -H $4-P 0.72 2998 T 0.50 0.22 FBC2004 WB 1 rows CLB on H -L P -F 0.77 2901 T 0.48 0.29 OH Loading WB 1 rows CLB on P -L E -G 0.85 77 C 0.00 0.85 Soffit psf 2.0 WB 1 rows CLB on P -C G -D 0.96 3705 T 0.31 0.65 Design checked for LL on BC WB 1 rows CLB on F -N ---------- Chord -Webs ---------- per BOCA (section 1606.2.3), WB 1 rows CLB on F -M E -F 0.39 238 T 0.01 0.38 IBC/IRC-2003 and FBC 2004 Attach CLB with (2)-10d nails F -M 0.29 330 C 0.01 0.28 (section 1607.1), 20.0 psf. at each web. -------------Webs------------- Design checked for 10 psf non- J -I 0.13 378 C concurrent LL on BC. Loading Live Dead (psf) I -K 0.15 493 T Wind Loads - ANSI / ASCE 7-02 TC 20.0 15.0 K -H 0.25 757 C 1 Br Truss is designed as a Main BC 0.0 5.0 H -B 0.33 1050 T Wind -Force Resistance System. Total 20.0 20.0 40.0 H -L 0.16 383 C 1 Br Wind Speed: 120 mph Spacing 24.0" P -L 0.04 143 T 1 Br Mean Roof Height: 18-0 Lumber Duration Factor 1.25 P -C 0.06 214 T 1 Br Exposure Category: B Plate Duration Factor 1.25 C -F 0.54 1253 T Occupancy Factor : 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 F -N 0.11 383 C 1 Br Building Type: Enclosed BC Fb=1.10 Fc=1.10 Ft=1.10 F -G 0.77 3533 T Zone location: Exterior N -G 0.09 189 T TC Dead Load 7.0 psf G -O 0.13 382 C BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) Max comp. force 4297 Lbs Plus 1 UBC LL Load Case(s) TL Defl -0.79" in S3-H L/743 Quality Control Factor 1.00 Plus 1 BC LL Load Case(s) LL Defl -0.49" in S3-H L/999 DL Defl -0.40" at E L/999 FABRICATOR NOTES: Checked for NonConcurrent 200 Shear // Grain in M -N 0.28 1. EAST COAST LUMBER S SUPPLY Lbs Moving Point Load applied MAURICE A. SHASHOUA, at Panel Points and Mid -panel Plates for each ply each face. P.E-#EB5251 6 19554 on BC PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-Bl Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER SUMMARY SHEET" BEFORE A 2314 557 8- 0 2-12 USING GROSS AREA TEST. HANDLING , I14STALLING 6 Hz = -276 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. D 2254 558 8- 0 2-11 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET Hz = 280 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. A LOCK 3.Ox 6.0 1.4 0.7 0.97 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 4.2 1.6 0.98 4. DESIGNER: JRP Robbins Engineering, Inc.10ri ine Plus'- 0 1996-2007 version 200025 Engineering - Portrait 2/28/2007 3 5313 Pad Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T Hl G 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 0 0 N O TC '-' 21-0-0 12-2-3 1-4-OA 1-4-OF BC 5-4-0 6x6 6x6 B C 23-8-0 HO 4-3 0 0 N O --- t o R:2334 2x4 7x10 W:800 U: 557 SPL R:2267 U: 558 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 EX A -S3 2x 4 SP-SS EX S3-S4 2x 4 SP-SS CW 0.80 2x 4 SP-#3 WB 0.81 2. 4 SP-#3 EX F -G 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -H WB 1 rows CLB on H -C WB 1 rows CLB on F -M WB 1 rows CLB on F -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 30-6-0 19-6-0 50-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -J 0.68 4309 C 0.27 0.41 J -S1 0.52 4090 C 0.11 0.41 S1-K 0.69 3982 C 0.25 0.44 K -B 0.57 3090 C 0.06 0.51 B -C 0.38 2702 C 0.07 0.31 C -L 0.37 3644 C 0.09 0.28 L -M 0.65 3634 C 0.21 0.44 M -S2 0.55 3811 C 0.09 0.46 S2-N 0.51 3908 C 0.19 0.32 N -D 0.53 4179 C 0.22 0.31 --------Bottom Chords --------- A -I 0.53 3851 T 0.16 0.37 I -S3 0.43 3302 T 0.28 0.15 S3-H 0.67 3302 T 0.28 0.39 H -S4 0.62 2707 T 0.23 0.39 S4-F 0.92 2707 T 0.45 0.47 E -G 0.86 161 C 0.00 0.86 G -D 0.95 3733 T 0.31 0.64 ---------- Chord -Webs ---------- E -F 0.80 239 T 0.01 0.79 F -L 0.42 370 C 0.01 0.41 ------------- Webs ------------- J -I 0.14 422 C I -K 0.18 589 T K -H 0.29 811 C 1 Br H -B 0.35 950 T H -C 0.11 215 C 1 Br C -F 0.81 1425 T F -M 0.11 375 C 1 Br F -G 0.78 3675 T M -G 0.10 192 T G -N 0.12 379 C TL Defl -0.90" in S4-F L/651 LL Defl -0.54" in S4-F L/999 DL Defl -0.43" at S4 L/999 Shear // Grain in K -B 0.29 Plus 1 BC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. Checked for NonConcurrent 200 REPORTS: SBCCI 9761 Lbs Moving Point Load applied ROBBINS ENGINEERING, INC. at Panel Points and Mid -panel BASED ON SP LUMBER on BC USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI A 2335 557 8- 0 2-12 A LOCK 3.Ox 6.0 1.4 0.7 0.97 Hz = -304 A LOCK 4.Ox 6.0 4.2 1.6 0.99 D 2267 558 8- 0 2-11 B LOCK 6.Ox 6.0 0.9-3.6 0.75 Hz = 308 C LOCK 6.Ox 6.0-0.4-3.8 0.80 D LOCK 3.Ox 6.0-1.4 0.7 0.94 Membr CSI P Lbs Axl-CSI-Bnd D LOCK 4.Ox 6.0-4.2 1.6 0.93 Robbins Engineering, Inc./Online Plus" 0 1996.2007 Version 20.0.025 Engineering - Ponrait 2/282007 3 53.34 PM Pagel Scale: 0.131" = 1' S3 LOCK 4.Ox 8.0 Ctr 0.2 0.78 F LOCK 6.0x10.0 Ctr 1.2 0.86 G LOCK 7.Ox10.0-1.0 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 308 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor . 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4309 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark uan Type Span P1-H1 Left OH Right OH Engineering P CARC4T HIH 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 O O 0 0 0 N p N O � TC 23-0-0 '" 25-8-0 6x8 6x6 B C 2 x 4 3x6 L 6 K 3x10 �P 3x6 13-2-3 M 3x8 2�4� S2 1-4-OA 1-4-OF � �\`(, •\ gI� // \ 2x4 H 4x6 3A6 `•.\ r:�; t� / \ 4x6 3x6 v I S3 H S4 1- 4F 0 .� W:900 3x64x8 4x83x8 6x10 E G R:2350 2x4 7x10 W:800 U: 557 SPL R:2276 U: 558 BC 30-6-0 19-6-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 20.0.025 RUN DATE: 01-MAR-07 CSI -Size- ----Lumber---- TC 0.95 2. 4 SP-#2 BC 0.96 2x 4 SP-#i2 EX A -S3 2x 4 SP-SS EX S3-S4 2x 4 SP-SS CW 0.80 2x 4 SP-#3 WS 0.50 2x 4 SP-##3 EX F -G 2x 4 SP-##2 PB --- 2x 4 SP-##3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -H WB 1 rows CLB on C -F WB 1 rows CLB on F -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online Plus'" ----------Top Chords ---------- A -J 0.90 4314 C 0.33 0.57 J -S1 0.74 4105 C 0.30 0.44 S1-K 0.85 3985 C 0.30 0.55 K -B 0.95 3106 C 0.23 0.72 B -C 0.49 2585 C 0.04 0.45 C -L 0.66 3678 C 0.22 0.44 L -M 0.50 3658 C 0.09 0.41 M -S2 0.50 3818 C 0.09 0.41 S2-N 0.60 3918 C 0.22 0.38 N -D 0.54 4195 C 0.22 0.32 --------Bottom Chords --------- A -1 0.55 3858 T 0.16 0.39 I -S3 0.42 3233 T 0.27 0.15 S3-H 0.69 3233 T 0.27 0.42 H -S4 0.63 2508 T 0.21 0.42 S4-F 0.88 2508 T 0.42 0.46 E -G 0.85 161 C 0.00 0.85 G -D 0.96 3748 T 0.31 0.65 ---------- Chord -Webs ---------- E -F 0.80 238 T 0.01 0.79 F -L 0.41 458 C 0.01 0.40 ------------- Webs ------------- J -I 0.15 460 C I -K 0.23 683 T K -H 0.30 864 C 1 Br H -B 0.44 890 T H -C 0.41 275 T C -F 0.50 1584 T 1 Br F -M 0.34 350 C F -G 0.75 3668 T M -G 0.10 197 T G -N 0.13 395 C TL Defl -0.91" in S4-F L/643 LL Defl -0.55" in S4-F L/999 DL Defl -0.42" at S4 L/999 Shear // Grain in B -C 0.35 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RA 20 Ga, Gross Area A 2350 557 8- 0 2-12 Jt Type Plt Size X Y JSI Hz = -331 A LOCK 3.Ox 6.0 1.4 0.7 0.98 D 2276 558 8- 0 2-11 A LOCK 4.Ox 6.0 4.2 1.6 0.99 Hz = 336 B LOCK 6.Ox 8.0 0.9-3.8 0.81 C LOCK 6.Ox 6.0-0.4-3.8 0.80 Membr CSI P Lbs Axl-CSI-Bnd D LOCK 3.Ox 6.0-1.4 0.7 0.95 Robbins Engineering, Inc./Online Plus'" a 1995-2007 Version 20.0.025 Engineering - Portrait 3/1/2007 8:00:02 AM Page 1 D LOCK 4.Ox 6.0-4.2 1.6 0.93 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.79 F LOCK 6.0x10.0 Ctr 1.2 0.86 G LOCK 7.Ox10.0-1.0 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 335 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4314 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E A EB5251 b 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engitleering CARC4T T11 2 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC '" 23-8-0 26-4-0 6x6 B 2x4 3x6/ \\� 6 J�� /+ \ K 3x10 P % 3x6 2x4/�� / \\\ / L S2 13-6-3 I 1-4-OA V/ \� 1-4-OE � A� � � / 2x4 5x6 3A5� // / / / i. 4x6 \ \ \\' � _ �� 3x6 H S3 G S4 1- 4- 0 g __ _�1\ C W:800 3x64x8 3x63x8 6x10 - --�� D F R:2358 2x4 7x10 W:800 U: 557 SPL R:2281 U: 558 BC 30-6-0 19-6-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-SS EX B -S2 2x 4 SP-#2 EX S2-C 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 EX A -S3 2x 4 SP-SS EX S3-S4 2x 4 SP-SS CW 0.82 2x 4 SP-#3 WB 0.60 2x 4 SP-#3 EX E -F 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on J -G WB 1 rows CLB on B -E WB 1 rows CLB on E -K Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2359 557 8- 0 2-13 Hz = -340 C 2262 558 8- 0 2-11 Hz = 344 Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.47 4341 C 0.23 0.24 I -S1 0.62 4110 C 0.28 0.34 Si-J 0.63 3985 C 0.27 0.36 J -B 0.46 3128 C 0.16 0.30 B -K 0.86 3696 C 0.27 0.59 K -L 0.55 3674 C 0.09 0.46 L -S2 0.49 3820 C 0.09 0.40 S2-M 0.61 3919 C 0.22 0.39 M -C 0.53 4208 C 0.22 0.31 --------Bottom Chords --------- A -H 0.55 3884 T 0.16 0.39 H -S3 0.41 3233 T 0.27 0.14 S3-G 0.70 3233 T 0.27 0.43 G -S4 0.64 2468 T 0.21 0.43 S4-E 0.88 2468 T 0.41 0.47 D -F 0.85 165 C 0.00 0.85 P -C 0.96 3760 T 0.31 0.65 ---------- Chord -Webs ---------- D -E 0.82 238 T 0.01 0.81 E -K 0.43 481 C 0.02 0.41 ------------- Webs ------------- I -H 0.16 473 C H -J 0.25 688 T J -G 0.29 860 C 1 Br G -B 0.60 1185 T B -E 0.52 1632 T 1 Br E -L 0.33 342 C E -F 0.75 3685 T L -F 0.10 197 T F -M 0.13 397 C TL Defl -0.92" in S4-E L/637 LL Defl -0.56" in S4-E L/999 DL Defl -0.42" at S4 L/999 Shear // Grain in S1-J 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.98 A LOCK 5.Ox 6.0 4.2 1.5 0.79 B LOCK 6.Ox 6.0 0.5-0.8 0.86 C LOCK 3.Ox 6.0-1.4 0.7 0.95 C LOCK 4.Ox 6.0-4.2 1.6 0.94 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.79 E LOCK 6.Ox10.0 Ctr 1.2 0.86 F LOCK 7.0x10.0-1.0 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 344 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4341 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus- 0 1996-2007 Version 20.0 025 Engineering - Ponrail 2/28/2007 3:53 35 PM Page t Job Mark uan Type Span P1-H1 Left OH Right OH Engineering Q CARC4T HIR 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 0 0 ry v N O O O TC '" 23-0-0 " 25-8-0 6x6 6x6 B C 3x6 '! 3x6 6 M / �� ,� N 3x10 S15 � 11-10-3 2L4 \\ i/ '.il� / `\\\O SPL 2x4 \ 5x6 �i I �� \3x8 \ / 4 3A6 / r �� 5x6 3x6 ' D K S2 J S4 I S3 R I �T 1-F 4- \I W:800 3x64x8 3x63x8 4x8 4x8 H V 6x12 E G R:2364 2x4S 3x6 W 2x4U 2x4 4x10 W:800 U: 557 2x4 R:2356 2x4 2x4 U: 558 2x4 32- 0- 0 - 5- 8- 0 - 12- 4- 0 - BC 42-8-0 7-4-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.94 2x 4 SP-#2 BC 0.67 2x 4 SP-SS EX S4-S3 2x 4 SP-#2 EX E -D 2x 4 SP-112 CW 0.63 2x 4 SP-#3 WB 0.72 2x 4 SP-##3 EX F -G 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on M -J WB 1 rows CLB on B -I WB 1 rows CLB on I -N Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online Plus- M -B 0.93 3126 C 0.24 0.69 B -C 0.22 2572 C 0.04 0.18 C -N 0.66 2884 C 0.16 0.50 N -0 0.70 4206 C 0.27 0.43 O -P 0.73 6718 C 0.46 0.27 P -Q 0.61 6686 C 0.37 0.24 Q -D 0.39 4413 C 0.13 0.26 --------Bottom Chords --------- * -K 0.55 3887 T 0.16 0.39 K -S2 0.47 3254 T 0.28 0.19 S2-J 0.55 3254 T 0.28 0.27 J -S4 0.47 2560 T 0.22 0.25 S4-I 0.68 2560 T 0.42 0.26 I -S3 0.92 3488 T 0.58 0.34 S3-H 0.58 3488 T 0.30 0.28 H -F 0.67 4581 T 0.39 0.28 E -G 0.31 108 T 0.00 0.31 G -D 0.88 3923 T 0.65 0.23 ---------- Chord -Webs ---------- E -F 0.54 229 T 0.01 0.53 F -P 0.63 243 C 0.00 0.63 ------------- Webs ------------- L -K 0.15 457 C K -M 0.23 716 T M -J 0.30 871 C 1 Br J -B 0.56 1002 T B -I 0.11 291 T 1 Br I -C 0.53 1014 T I -N 0.62 1360 C 1 Br N -H 0.35 1120 T H -O 0.72 1119 C O -F 0.66 2060 T F -Q 0.67 2101 T F -G 0.76 4123 T G -Q 0.27 1630 C Plus 6 Wind Load Case(s) TL Defl -0.95" in I -S3 L/611 Plus 1 UBC LL Load Case(s) LL Defl -0.59" in S2-J L/994 Plus 1 BC LL Load Case(s) DL Defl -0.55" at S3 L/999 Shear // Grain in S3-H 0.44 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2364 557 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area Hz = -331 Plate - RHS 20 Ga, Gross Area D 2357 558 8- 0 2-12 Jt Type Plt Size X Y JSI Hz = 336 A LOCK 3.Ox 6.0 1.4 0.7 0.98 A LOCK 5.Ox 6.0 4.2 1.5 0.79 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.80 ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 A -L 0.94 4347 C 0.34 0.60 N LOCK 3.Ox 6.0-0.4 0.2 0.88 L -S1 0.67 4147 C 0.30 0.37 O LOCK 5.0x 6.0 0.2 0.5 0.92 Si-M 0.82 4029 C 0.29 0.53 D LOCK 3.Ox 6.0-1.4 0.7 1.00 Robbins Engineering, Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53:40 PM Page 1 D LOCK 5.Ox 6.0-4.2 1.5 0.82 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.80 I LOCK 4.Ox 8.0 1.4 Ctr 0.84 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.93 F LOCK 6.Oxl2.0 Ctr 1.3 0.93 G LOCK 4.0x10.0-1.5 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 335 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6718 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job MarkP ua n Type Span P1-H1 Left OH Right OH Engineering Job Mark CARC4T HI 1 sP 500000 6 1- 2- 0 1- 2- o ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC '4 21-0-0 5-4-0 23-8-0 6x6 6x6 B C 3x6 / \ I 3x6 M I N 3x8 S1 / 6 6x6 10-10-3 2x4 / / \ ' \ / �\ O SPL L 2x4 P Sx6 / 3x8 3x6 Q Sx6 A 3x6 K S2 J S4 I R �� ITT 1- 4F 0 D -o---o W:800 3x64x8 3x6 3x8 4x8 6xI2 ._ H S3 E G R:2357 2x4S 3x6 5x8 U 2x4 4x10 W:800 U: 557 2x4 2x4 V R:2338 2x4 U: 558 W 2x4 2x4 32- 0- 0 - 5- 8- 0 12- 4- 0 BC 42-8-0 7-4-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-#2 SC 0.97 2x 4 SP-#2 EX A -S2 2x 4 SP-SS EX S4-S3 2x 4 SP-SS CW 0.61 2x 4 SP-113 WB 0.66 2x 4 SP-#3 EX F -G 2x 4 SP-112 PB --- 2x 4 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on M -J WB 1 rows CLB on 8 -I WB 1 rows CLS on I -N Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied Robbins Engineering, Inc./Online Plus- S1-M 0.68 4011 C 0.25 0.43 M -B 0.63 3267 C 0.18 0.45 B -C 0.33 2785 C 0.07 0.26 C -N 0.44 3117 C 0.06 0.38 N -0 0.52 4233 C 0.22 0.30 0 -P 0.68 6673 C 0.43 0.25 P -Q 0.59 6633 C 0.36 0.23 Q -D 0.39 4374 C 0.13 0.26 --------Bottom Chords --------- * -K 0.55 3889 T 0.16 0.39 K -S2 0.41 3356 T 0.29 0.12 S2-J 0.97 3356 T 0.56 0.41 J -S4 0.86 2728 T 0.45 0.41 S4-I 0.36 2728 T 0.23 0.13 I -H 0.49 3587 T 0.31 0.18 H -S3 0.57 4562 T 0.39 0.18 S3-F 0.97 4562 T 0.76 0.21 E -G 0.31 96 T 0.00 0.31 G -D 0.87 3889 T 0.65 0.22 ---------- Chord -Webs ---------- E -F 0.48 229 T 0.01 0.47 F -P 0.61 249 C 0.00 0.61 ------------- Webs ------------- L -K 0.15 425 C K -M 0.17 551 T M -J 0.24 782 C I Br J -B 0.39 939 T B -I 0.08 239 T 1 Br I -C 0.39 997 T I -N 0.47 1236 C 1 Br N -H 0.33 1031 T H -O 0.64 1090 C 0 -F 0.65 2047 T F -Q 0.66 2087 T F -G 0.75 4100 T G -Q 0.27 1620 C TL Defl -0.89" in S3-F L/657 LL Defl -0.50" in S3-F L/999 DL Defl -0.55" at S3 L/999 Shear // Grain in S4-I 0.43 at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER A 2357 557 8- 0 2-13 USING GROSS AREA TEST. Hz = -304 Plate - LOCK 20 Ga, Gross Area D 2338 558 8- 0 2-12 Plate - RHS 20 Ga, Gross Area Hz = 308 Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.98 Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 6.0 4.2 1.5 0.79 ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.75 A -L 0.70 4350 C 0.28 0.42 C LOCK 6.Ox 6.0-0.9-3.6 0.75 L -S1 0.52 4118 C 0.11 0.41 D LOCK 3.Ox 6.0-1.4 0.7 0.99 Robbins Engineering. Inc /Online PIUS"' 0 1996-2007 version 20 0 025 Engineering - Portrait 2/28/2007 3:53:39 PM Page 1 D LOCK 5.Ox 6.0-4.2 1.5 0.80 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.83 S3 LOCK 5.Ox 8.0 Ctr 0.8 0.92 F LOCK 6.Ox12.0 Ctr 1.3 0.93 G LOCK 4.0x10.0-1.5 Ctr 0.89 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 308 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6673 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIP 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N fV O 0 TC 19-0-0 9-4-0 21-8-0 6x6 3x6 6x6 B N C 3x6 M/ 4x6 3x10 // � /\\ O c ! 2x4 Vs /,' 3x12 9-10-3 \ �� •/ S2 4x6 3,6 • // �� '' /,� ;i ' I cc/ I Q \\ 4x6 '`'_-rn-1zt_------ --- =�-- D K S3 J S5 I S4 RI�Ia�T 1F 4-�,0 W:800 3x6 4x8 4x84x8 4x8 5x8 V H 6xl6' E G U:2373 557 S W3x8 U 2x4 4x10 W:800 2x4 2x4 R:2449 2x4 2x4 2x4 U: 558 2x4 32- 0- 0 5- 8- 0 - 12- 4- 0 BC 42-8-0 7-4-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus" A -L 0.51 4422 C 0.13 0.38 Q LOCK 3.Ox 8.0-0.4 0.2 0.99 L -S1 0.42 4192 C 0.25 0.17 D LOCK 5.Ox 4.0-2.0 1.4 0.93 Online Plus -- Version 20.0.025 Si-M 0.62 4095 C 0.24 0.38 D LOCK 4.Ox 6.0-3.8 1.5 0.95 RUN DATE: 28-FEB-07 M -B 0.48 3317 C 0.07 0.41 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.86 B -N 0.25 2963 C 0.05 0.20 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.77 CSI -Size- ----Lumber---- N -C 0.26 3090 C 0.06 0.20 S4 LOCK 5.Ox 8.0 Ctr 0.8 0.98 TC 0.62 2x 4. SP-#2 C -0 0.47 3464 C 0.18 0.29 H LOCK 3.Ox 8.0 0.5 Ctr 0.85 EX C -S2 2x 4 SP-SS O -S2 0.71 4724 C 0.34 0.37 F LOCK 6.Oxl6.0 Ctr 1.3 0.83 EX S2-D 2x 4 SP-SS 52-P 0.63 4834 C 0.36 0.27 G LOCK 4.Ox10.0-1.5 Ctr 0.94 BC 0.73 2x 4 SP-SS P -Q 0.35 7057 C 0.26 0.09 EX A -S3 2x 4 SP-#2 Q -D 0.24 4593 C 0.09 0.15 EX E -D 2x 4 SP-112 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL CW 0.58 2x 4 SP-#2 A -K 0.97 3947 T 0.31 0.66 NOTES AND SYMBOLS SHEET FOR WB 0.74 2x 4 SP-#3 K -S3 0.78 3483 T 0.58 0.20 ADDITIONAL SPECIFICATIONS. EX F -G 2x 4 SP-#2 S3-J 0.59 3483 T 0.30 0.29 PB --- 2x 4 SP-#3 J -S5 0.55 3103 T 0.26 0.29 NOTES: S5-I 0.45 3103 T 0.26 0.19 Trusses Manufactured by: Brace truss as follows: I -S4 0.54 4266 T 0.36 0.18 East Coast Lumber O.C. From To S4-H 0.50 4266 T 0.36 0.14 Analysis Conforms To: TC Cont. 0- 0- 0 50- 0- 0 H -F 0.73 6408 T 0.55 0.18 FBC2004 BC Cont. 0- 0- 0 50- 0- 0 E -G 0.31 91 T 0.01 0.30 OH Loading WB 1 rows CLB on M -J G -D 0.89 4076 T 0.68 0.21 Soffit psf 2.0 WB 1 rows CLB on J -N ---------- Chord -Webs ---------- Design checked for LL on BC WB 1 rows CLB on N -I E -F 0.25 227 T 0.00 0.25 per BOCA (section 1606.2.3), WB 1 rows CLB on I -0 F -P 0.58 1352 T 0.24 0.34 IBC/IRC-2003 and FBC 2004 WB 1 rows CLB on H -P -------------Webs------------- (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails L -K 0.12 374 C Design checked for 10 psf non - at each web. K -M 0.15 485 T concurrent LL on BC. M -J 0.24 738 C 1 Br Wind Loads - ANSI / ASCE 7-02 Loading Live Dead (psf) J -B 0.35 1114 T Truss is designed as a Main TC 20.0 15.0 J -N 0.14 334 C 1 Br Wind -Force Resistance System. BC 0.0 5.0 N -I 0.07 168 C 1 Br Wind Speed: 120 mph Total 20.0 20.0 40.0 I -C 0.36 1131 T Mean Roof Height: 18-0 Spacing 24.0" I -0 0.54 1477 C 1 Br Exposure Category: B Lumber Duration Factor 1.25 H -0 0.29 928 T Occupancy Factor : 1.00 Plate Duration Factor 1.25 H -P 0.55 2254 C 1 Br Building Type: Enclosed TC Fb=1.15 Fc=1.10 Ft=1.10 F -Q 0.74 2307 T Zone location: Exterior BC Fb=1.10 Fc=1.10 Ft=1.10 F -G 0.79 4306 T TC Dead Load 7.0 psf G -Q 0.28 1694 C BC Dead Load 3.0 psf Max comp. force 7057 Lbs Plus 6 Wind Load Case(s) TL Defl -0.89" in S5-I L/656 Quality Control Factor 1.00 Plus 1 UBC LL Load Case(s) LL Defl -0.55" in S5-I L/999 Plus 1 BC LL Load Case(s) DL Defl -0.49" at S4 L/999 FABRICATOR NOTES: Shear // Grain in C -0 0.32 1. EAST COAST LUMBER 6 SUPPLY Checked for NonConcurrent 200 MAURICE A. SHASHOUA, Lbs Moving Point Load applied Plates for each ply each face. P.E A EB5251 6 19554 at Panel Points and Mid -panel PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. on BC REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "BCSI-B1 Jt React Uplft Size Req'd BASED ON SP LUMBER SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. HANDLING , INSTALLING 6 A 2374 557 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. Hz = -276 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET D 2449 559 8- 0 2-14 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. Hz = 280 A LOCK 3.Ox 6.0 1.4 0.7 1.00 2-TBRACE. 3-BEARING BLOCK. A LOCK 5.Ox 6.0 4.2 1.5 0.82 4. DESIGNER: JRP Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 Robbins Engineering. Inc./Online Plus- 0 1996.2007 Version 20.0.025 Engineering • Portrait 2/28/2007 3*53.38 PM Page I . Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIO 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O o TC 17-0-0 13-4-0 19-8-0 6x8 2x4 6x6 B L C 2x4 6 3x6\� 3x6 i 3x10 i S1 i� \ I� /� I 3x10 10-2-3 2x4 �I i / \S2 2x4 1-4-OA 1-4-OF 5x6 / I �� O 3A6 /�\ / 3x6 A \\ _ 3x6 P S3 �1 S4 H 1- 4-FO / D W:800 3x64x8 3x6 3x8 4x8 '6x10 E G R:2317 2x4 7x10 W:800 U: 557 SPL A:2260 U: 55B BC 32-0-0 18-0-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.65 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 CW 0.60 2x 4 SP-#3 WB 0.35 2x 4 SP-#3 EX F -G 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -I WB 1 rows CLB on H -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel Robbins Encji neerina, Inc./Online Plus- S1-K 0.45 4050 C 0.10 0.35 K -B 0.49 3377 C 0.16 0.33 B -L 0.63 3360 C 0.07 0.56 L -C 0.63 3360 C 0.07 0.56 C -M 0.41 3763 C 0.09 0.32 M -N 0.52 3803 C 0.10 0.42 N -S2 0.65 3805 C 0.23 0.42 S2-0 0.64 3904 C 0.23 0.41 O -D 0.44 4186 C 0.12 0.32 --------Bottom Chords --------- A -P 0.86 3869 T 0.32 0.54 P -S3 0.72 3541 T 0.59 0.13 S3-I 0.93 3541 T 0.30 0.63 I -S4 0.74 3015 T 0.50 0.24 S4-H 0.81 3015 T 0.50 0.31 H -F 0.87 3150 T 0.52 0.35 E -G 0.70 121 C 0.00 0.70 G -D 0.96 3739 T 0.32 0.64 ---------- Chord -Webs ---------- E -F 0.60 232 T 0.01 0.59 F -M 0.36 135 C 0.01 0.35 ------------- Webs ------------- Q -P 0.07 273 C P -K 0.12 385 T K -I 0.20 667 C 1 Br I -B 0.20 624 T B -H 0.24 565 T H -L 0.16 526 C 1 Br H -C 0.21 338 T C -F 0.35 1111 T F -N 0.19 258 C F -G 0.67 3663 T N -G 0.19 283 C G -0 0.14 389 C TL Defl -0.74" in H -F L/789 LL Defl -0.41" in S3-I L/999 DL Defl -0.41" at H L/999 Shear // Grain in B -L 0.34 on BC Plates for each ply each face. PLATING CONFORMS TO TPI. it React Uplft Size Req'd REPORTS: SBCCI 9761 Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. A 2317 557 8- 0 2-12 BASED ON SP LUMBER Hz = -248 USING GROSS AREA TEST. D 2260 558 8- 0 2-11 Plate - LOCK 20 Ga, Gross Area Hz = 253 Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd A LOCK 3.Ox 6.0 1.4 0.7 0.98 ----------Top Chords---------- A LOCK 5.Ox 6.0 4.2 1.5 0.79 A -Q 0.49 4345 C 0.13 0.36 B LOCK 6.Ox 8.0 0.9-3.8 0.75 Q -S1 0.44 4129 C 0.19 0.25 C LOCK 6.Ox 6.0-0.9-3.6 0.76 Robbins Engineering. Inc /Online Plus- 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3 53:37 PM Page 1 D LOCK 3.Ox 6.0-1.4 0.7 0.95 D LOCK 4.Ox 6.0-4.2 1.6 0.93 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.76 F LOCK 6.0x10.0 Ctr 1.2 0.87 G LOCK 7.0x10.0-1.0 Ctr 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4345 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP r Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIN 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC 15-0-0 17-4-0 17-8-0 3x8 6x6 3x6 S13x6 6x6 B K L C SPL 3x6 5x6 M 6 �,1A / 3 x 10 9-2-3 I7 �� \ s2 4x6 1-4-OA 5x4�N 3x8 1-4-OF 3x6 /// li �\ �I %i \.�'\ it / P 5x4 A / it �!y/� „\./ �� 3x6 =ETM --L .; I S3 R S5 H Q S4 S- 4- OF D W:800 2x4 5x12 4x8 4x8 3x6 4x8 5x8 3x6 ' 6x16 E O R:2256 2x4 4x8 W:800 U: 557 R:2239 U: 550 BC 43-4-0 6-8-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.93 2x 4 SP-#2 BC 0.75 2x 4 SP-SS EX A -S3 2x 4 SP-#2 EX E -D 2x 4 SP-#2 CW 0.76 2x 4 SP-#3 WB 0.91 2x 4 SP-#3 EX F -O 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on J -R WB 1 rows CLB on R -K WB 1 rows CLB on L -Q Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- K -S1 0.42 3738 C 0.09 0.33 S1-L 0.44 3738 C 0.09 0.35 L -C 0.50 3379 C 0.13 0.37 C -M 0.46 3775 C 0.09 0.37 M -S2 0.67 4729 C 0.29 0.38 S2-N 0.66 4812 C 0.29 0.37 N -P 0.53 6731 C 0.36 0.17 P -D 0.37 4151 C 0.12 0.25 --------Bottom Chords --------- A -I 0.85 3669 T 0.31 0.54 1 -S3 0.86 3669 T 0.33 0.53 S3-R 0.75 3669 T 0.17 0.58 R -S5 0.46 3643 T 0.16 0.30 S5-H 0.56 3643 T 0.31 0.25 H -Q 0.57 3725 T 0.32 0.25 Q -S4 0.47 4271 T 0.36 0.11 S4-S 0.41 4271 T 0.20 0.21 S -F 0.63 6080 T 0.52 0.11 E -O 0.28 153 T 0.01 0.27 O -D 0.81 3684 T 0.61 0.20 ---------- Chord -Webs ---------- E -F 0.76 230 T 0.01 0.75 F -N 0.73 1252 T 0.40 0.33 ------------- Webs ------------- I -J 0.08 265 T J -R 0.18 620 C 1 Br R -B 0.35 1115 T R -K 0.30 853 C 1 Br K -H 0.09 289 T H -L 0.09 100 C L -Q 0.20 569 C 1 Br Q -C 0.41 1282 T Q -M 0.91 1127 C S -M 0.23 731 T S -N 0.90 1929 C F -P 0.76 2385 T F -O 0.71 3882 T O -P 0.27 1687 C TL Defl -0.84" in H -Q L/696 LL Defl -0.47" in R -S5 L/999 DL Defl -0.53" at Q L/999 Shear // Grain in S3-R 0.44 Plates for each ply each face. Jt React Uplft Size Req'd PLATING CONFORMS TO TPI. Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 A 2256 557 8- 0 2-11 ROBBINS ENGINEERING, INC. Hz = -221 BASED ON SP LUMBER D 2239 558 8- 0 2-10 USING GROSS AREA TEST. Hz = 225 Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI ----------Top Chords---------- A LOCK 3.Ox 6.0 1.4 0.7 0.93 A -J 0.93 4101 C 0.32 0.61 A LOCK 5.Ox 4.0 3.2 1.1 0.97 J -B 0.71 3496 C 0.22 0.49 J LOCK 5.Ox 6.0-0.2 0.5 0.86 B -K 0.44 3123 C 0.11 0.33 B LOCK 6.Ox 6.0 0.9-3.6 0.75 Robbins Engineering. Inc.10nline Plus"' 0 1996-2007 Version 20 0 025 Engineering - Portrait 2/28/2007 153'36 PM Page 1 C LOCK 6.Ox 6.0-0.9-3.6 0.76 P LOCK 3.Ox 8.0-0.4 0.2 0.97 D LOCK 3.Ox 6.0-1.4 0.7 0.94 D LOCK 5.Ox 4.0-3.2 1.1 1.00 S3 LOCK 5.Ox12.0 Ctr 0.8 0.88 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.81 S4 LOCK 5.Ox 8.0 Ctr 0.8 0.92 S LOCK 3.Ox 6.0 0.5 Ctr 0.93 F LOCK 6.Oxl6.0 Ctr 1.2 0.77 0 LOCK 4.Ox 8.0-1.5 Ctr 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6731 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HIM 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 O 0 0 0 N N O O TC '" 13-0-0 21-4-0 15-8-0 6x6 3x6 3x10 2x4 6x8 B O S1 P C 4 6 Il 8-2-3 2x4 it / 4x6 4x12 N S2 1-4-OA / 'i \ % 3x6 1-4-05x4 �� / \ II / II d/ R 2-4-0 1 I3T8 2-4-OH 3x6 �l� 5x4 1-4-OG A 1-4-OF 1- 0- 0 U 3x6 M S3 L I 3x8 1- 4-G0 F D W:800 3x6 5x16 6x10 6x10 '2x4 7.16 E S R:2216 J H 2x4 4x8 W:800 U: 557 2x4 6x16 R:2179 U: 558 BC 26-10-0 13-8-0 2-10-0 6-8-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.84 2x 4 SP-#2 EX S1-C 2x 4 SP-SS BC 0.92 2x 4 SP-#2 EX S3-J 2x 4 SP-SS EX I -H 2x 4 SP-SS CW 0.88 2x 4 SP-#3 WB 0.75 2x 4 SP-43 EX L -I 2x 4 SP-#2 EX H -F 2x 4 SP-SS EX F -S 2x 4 SP-N2 PS --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on U -Q Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engrneer:ng, Inc./Online Plus" S1-P 0.42 4749 C 0.09 0.33 P -C 0.78 4767 C 0.31 0.47 C -Q 0.84 4625 C 0.34 0.50 Q -R 0.53 7303 C 0.42 0.11 R -S2 0.54 6471 C 0.33 0.21 S2-T 0.55 6519 C 0.33 0.22 T -D 0.34 4036 C 0.11 0.23 --------Bottom Chords --------- * -M 0.92 3657 T 0.31 0.61 M -S3 0.89 3124 T 0.28 0.61 S3-L 0.88 3124 T 0.14 0.74 L -J 0.42 162 T 0.00 0.42 I -U 0.48 4132 T 0.35 0.13 U -H 0.71 6578 T 0.56 0.15 G -F 0.26 237 T 0.02 0.24 E -S 0.29 147 T 0.01 0.28 S -D 0.81 3584 T 0.60 0.21 ---------- Chord -Webs ---------- J -I 0.60 235 T 0.00 0.60 I -P 0.59 557 C 0.07 0.52 G -H 0.88 234 T 0.01 0.87 H -Q 0.88 1788 T 0.57 0.31 E -F 0.73 230 T 0.01 0.72 F -R 0.34 783 C 0.01 0.33 ------------- Webs ------------- N -M 0.11 402 C M -B 0.18 568 T B -L 0.31 978 T L -O 0.75 1083 C L -I 0.74 3882 T O -I 0.29 929 T I -C 0.26 786 T U -C 0.35 1107 T U -Q 0.59 2585 C 1 Br H -R 0.23 727 T H -F 0.56 5956 T F -T 0.72 2248 T F -S 0.69 3748 T S -T 0.25 1572 C TL Defl -1.18" in I -U L/496 LL Defl -0.63" in I -U L/925 DL Defl -0.75" at U L/774 Shear // Grain in S3-L 0.45 Plates for each ply each face. it React Uplft Size Req'd PLATING CONFORMS TO TPI. Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 A 2216 557 8- 0 2-10 ROBBINS ENGINEERING, INC. Hz = -193 BASED ON SP LUMBER D 2180 559 8- 0 2- 9 USING GROSS AREA TEST. Hz = 198 Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd it Type Plt Size X Y JSI ----------Top Chords---------- A LOCK 3.Ox 6.0 1.4 0.7 0.93 A -N 0.48 4093 C 0.12 0.36 A LOCK 5.Ox 4.0 3.2 1.1 0.97 N -B 0.77 3834 C 0.25 0.52 B LOCK 6.Ox 6.0 0.9-3.6 0.77 B -0 0.52 3712 C 0.09 0.43 C LOCK 6.Ox 8.0-0.9-3.8 0.78 0 -S1 0.58 4749 C 0.15 0.43 Q LOCK 4.Ox 6.0 Ctr-0.4 0.99 Robbins Engineering, Inc./Online Plus` 0 1996-2007 Version 20 0.025 Engineering - Portrait 2/28/2007 3 53.43 PM Page i S2 LOCK 4.Ox12.0-0.1-0.2 0.85 D LOCK 3.Ox 6.0-1.4 0.7 0.91 D LOCK 5.Ox 4.0-3.2 1.1 0.94 S3 LOCK 5.Oxl6.0 Ctr 0.8 0.82 L LOCK 6.0xl0.0 1.0 Ctr 0.93 I LOCK 6.0x10.0 Ctr 1.2 0.90 U LOCK 3.Ox 8.0 0.5 Ctr 0.97 H LOCK 6.Oxl6.0 Ctr 1.3 0.99 F LOCK 7.Oxl6.0 Ctr 1.7 0.89 S LOCK 4.Ox 8.0-1.5 Ctr 0.94 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor . 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 7303 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E A EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HILT 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC 11-0-0 25-4-0 13-8-0 1 6x6 2x4 4x10 3x8 2x4 3x6 6x6 B Z X S2 Q R C 6 u-0 2x4 3x8 S S1 7-2-3 2x4 O \ / \' 3x6 1-4-OA y\ f �� !� j T 1-4-0J " 3V6 2-4-0I 4x6 �I ��\.,j 1-4-OH mil \- 'd?'�- - L 1- 0- 0 G�� 4x6 1-4-OE G ----'-- --- - - --' \D N S3 W Y 1 1- 4-3iG6 6x10 E 3x6 3x84x8 3x6 6x10 - 6x12 F U J H 2x4 3x6 W:800 W:800 2x4 2x4 R: 168 R:3173 U: 224 U: 806 W:800 R:1178 U: 318 BC 14-11-5 11-10-11 13-8-0 2-10-0 6-8-0 50-0-0 - ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online Plus- C -S 0.39 3032 C 0.05 0.34 S -S1 0.18 3019 C 0.07 0.11 Online Plus -- Version 20.0.025 SI-T 0.14 3063 C 0.07 0.07 RUN DATE: 01-MAR-07 T -V 0.17 2950 C 0.06 0.11 V -D 0.13 1981 C 0.02 0.11 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.71 2x 4 SP-#2 A -N 0.58 718 C 0.00 0.58 BC 0.61 2x 4 SP-112 N -S3 0.46 1183 C 0.00 0.46 CW 0.51 2x 4 SP-#3 S3-W 0.32 1183 C 0.00 0.32 WB 0.93 2x 4 SP-#3 w -Y 0.52 523 C 0.00 0.52 Y -J 0.36 138 C 0.00 0.36 Brace truss as follows: I -L 0.56 1430 T 0.15 0.41 O.C. From To L -G 0.61 1596 T 0.16 0.45 TC Cont. 0- 0- 0 SO- 0- 0 H -E 0.22 93 T 0.00 0.22 BC Cont. 0- 0- 0 50- 0- 0 F -U 0.25 73 T 0.00 0.25 WB 1 rows CLB on W -X U -D 0.36 1763 T 0.17 0.19 Attach CLB with (2)-10d nails ---------- Chord -Webs ---------- at each web. J -I 0.51 209 T 0.00 0.51 1 -Q 0.23 399 C 0.00 0.23 Loading Live Dead (psf) H -G 0.35 225 T 0.01 0.34 TC 20.0 15.0 G -S 0.40 195 C 0.00 0.40 BC 0.0 5.0 F -E 0.36 221 T 0.00 0.36 Total 20.0 20.0 40.0 E -T 0.22 275 C 0.00 0.22 Spacing 24.0" ------------- Webs ------------- Lumber Duration Factor 1.25 O -N 0.09 386 C Plate Duration Factor 1.25 N -B 0.15 472 T TC Fb=1.15 Fc=1.10 Ft=1.10 B -W 0.93 1395 C BC Fb=1.10 Fc=1.10 Ft=1.10 W -Z 0.18 391 C W -X 0.56 2153 C 1 Br X -Y 0.10 316 T Plus 6 Wind Load Case(s) X -I 0.48 1517 T Plus 1 UBC LL Load Case(s) Y -I 0.11 427 C Plus 1 BC LL Load Case(s) I -R 0.52 828 C R -L 0.08 276 T Checked for NonConcurrent 200 L -C 0.06 139 C Lbs Moving Point Load applied C -G 0.51 1609 T at Panel Points and Mid -panel G -T 0.04 139 C on BC G -E 0.87 2723 T E -V 0.28 886 T Jt React Uplft Size Req'd E -U 0.59 1842 T Lbs Lbs In-Sx In-Sx U -V 0.12 745 C A 169 225 8- 0 1- 8 Hz = -166 TL Defl -0.39" in L -G L/999 w 3174 806 8- 0 3- 9 LL Defl -0.19" in L -G L/999 D 1178 318 8- 0 1- 8 DL Defl -0.27" at H L/612 Hz = 170 Shear // Grain in X -S2 0.29 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. ----------Top Chords---------- PLATING CONFORMS TO TPI. A -0 0.54 824 T 0.15 0.39 REPORTS: SBCCI 9761 0 -B 0.55 1064 T 0.16 0.39 ROBBINS ENGINEERING, INC. B -Z 0.66 2016 T 0.33 0.33 BASED ON SP LUMBER Z -X 0.71 2016 T 0.33 0.38 USING GROSS AREA TEST. X -S2 0.38 822 C 0.00 0.38 Plate - LOCK 20 Ga, Gross Area S2-Q 0.34 822 C 0.00 0.34 Plate - RHS 20 Ga, Gross Area Q -R 0.34 826 C 0.00 0.34 Jt Type Plt Size X Y JSI R -C 0.28 1522 C 0.02 0.26 A LOCK 4.Ox 6.0 Ctr 0.1 0.81 B LOCK 6.Ox 6.0 0.9-3.6 0.75 C LOCK 6.Ox 6.0-0.4-3.8 0.80 D LOCK 4.Ox 6.0 Ctr 0.1 0.81 W LOCK 4.Ox 8.0 0.5 Ctr 0.92 I LOCK 6.Ox10.0 Ctr 1.2 0.75 G LOCK 6.Ox10.0 Ctr 1.2 0.90 E LOCK 6.Oxl2.0 Ctr 1.2 0.99 U LOCK 3.Ox 6.0-0.5 Ctr 0.95 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3063 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering -Portrait 3r112007 6.11:08 AM Pagel Job Mark Quan Type Span P1-HI Left OH Right OH Engineering CARC4T HIK 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 4-3 0 0 0 0 N N O O TC 9-0-0 29-4-0 11-8-0 6x6 3x6 3x8 3x6 2x4 3x8 3x6 6x6 B 0 S3 Z Q S1 R C 2x4 6 2x4 a--m--a; -- S -o- 6-2-3 �� 3x6 _ }�qq}�jj�� yappy T hI �Y 1 / \ I: / I��. �x6 4x6 / % L' \\� %IAK1- o- 0 x6 M S2 Y Z 3x6 1-�0FD 4x8 3x8 exe 6x10 2x4 6x10 EEbb \ E W J H 2x4 3x6 3x4 6x10 W:400 W:800 W:800 R: 636 R: 975 R:1707 U: 179 U: 255 U: 442 W:800 R: B52 U: 237 BC 26-10-0 13-8-0 2-10-0 6-8-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online Plus'" Q -S1 0.53 1046 T 0.17 0.36 A LOCK 4.Ox 6.0 Ctr 0.1 0.81 S1-R 0.60 1046 T 0.17 0.43 B LOCK 6.Ox 6.0 0.9-3.6 0.75 Online Plus -- Version 20.0.025 R -C 0.43 506 C 0.00 0.43 C LOCK 6.Ox 6.0-0.9-3.6 0.75 RUN DATE: 28-FEB-07 C -S 0.34 1601 C 0.01 0.33 D LOCK 4.Ox 6.0 Ctr 0.1 0.81 S -T 0.14 1644 C 0.01 0.13 Y LOCK 8.Ox 8.0 0.5 0.5 0.56 CSI -Size- ----Lumber---- T -X 0.11 1801 C 0.07 0.04 I LOCK 6.Ox10.0 Ctr 1.2 0.75 TC 0.61 2x 4 SP-#2 X -D 0.09 1314 C 0.01 0.08 H LOCK 6.0x10.0 Ctr 1.3 0.75 BC 0.89 2x 4 SP-#2 --------Bottom Chords--------- F LOCK 6.Ox10.0 Ctr 1.2 0.75 CW 0.64 2x 4 SP-#3 A -M 0.69 707 T 0.08 0.61 WB 0.53 2x 4 SP-#3 M -S2 0.34 331 C 0.00 0.34 S2-Y 0.61 331 C 0.00 0.61 REFER TO ROBBINS ENG. GENERAL Brace truss as follows: Y -J 0.89 169 C 0.00 0.89 NOTES AND SYMBOLS SHEET FOR O.C. From To I -K 0.47 385 T 0.04 0.43 ADDITIONAL SPECIFICATIONS. TC Cont. 0- 0- 0 50- 0- 0 K -H 0.54 973 T 0.11 0.43 BC Cont. 0- 0- 0 50- 0- 0 G -F 0.21 95 C 0.00 0.21 NOTES: WB 1 rows CLB on Y -I E -W 0.25 45 T 0.00 0.25 Trusses Manufactured by: WB 1 rows CLB on I -R W -D 0.32 1171 T 0.12 0.20 East Coast Lumber Attach CLB with (2)-10d nails ---------- Chord -Webs ---------- Analysis Conforms To: at each web. J -I 0.64 1666 C 0,02 0.62 FBC2004 I -Q 0.22 397 C 0.00 0.22 OH Loading Loading Live Dead (psf) G -H 0.35 221 T 0.00 0.35 Soffit psf 2.0 TC 20.0 15.0 H -S 0.36 56 T 0.00 0.36 Design checked for LL on BC BC 0.0 5.0 E -F 0.23 218 T 0.07 0.16 per BOCA (section 1606.2.3), Total 20.0 20.0 40.0 F -T 0.18 118 C 0.00 0.18 IBC/IRC-2003 and FBC 2004 Spacing 24.011 -------------Webs------------- (section 1607.1), 20.0 psf. Lumber Duration Factor 1.25 N -M 0.14 352 C Design checked for 10 psf non - Plate Duration Factor 1.25 M -B 0.06 208 C concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 M -O 0.27 852 T Wind Loads - ANSI / ASCE 7-02 BC Fb=1.10 Fc=1.10 Ft=1.10 Y -O 0.30 947 C Truss is designed as a Main Y -Z 0.06 235 T Wind -Force Resistance System. Y -I 0.16 390 C 1 Br Wind Speed: 120 mph Plus 6 Wind Load Case(s) Z -I 0.40 714 C Mean Roof Height: 18-0 Plus 1 UBC LL Load Case(s) I -R 0.38 1671 C 1 Br Exposure Category: B R -K 0.13 456 T Occupancy Factor : 1.00 Checked for NonConcurrent 200 K -C 0.29 572 C Building Type: Enclosed Lbs Moving Point Load applied C -H 0.28 876 T Zone location: Exterior at Panel Points and Mid -panel H -T 0.05 259 C TC Dead Load 7.0 psf on BC H -F 0.53 1680 T BC Dead Load 3.0 psf F -X 0.14 446 T Max comp. force 1801 Lbs Jt React Uplft Size Req'd F -W 0.39 1228 T Quality Control Factor 1.00 Lbs Lbs In-Sx In-Sx W -X 0.07 478 C A 637 180 4- 0 1- 8 FABRICATOR NOTES: Hz = -138 TL Defl -0.48" in Y -J L/234 1. EAST COAST LUMBER 6 SUPPLY Y 975 255 8- 0 1- 8 LL Defl -0.32" in Y -J L/352 MAURICE A. SHASHOUA, J 1708 443 8- 0 1-15 DL Defl -0.12" at G L/999 P.E.#EB5251 6 19554 D 853 238 8- 0 1- 8 Shear // Grain in B -O 0.36 5285 ST. LUCIE BLVD. Hz = 142 FORT PIERCE FL. 34946 Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-B1 Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE ----------Top Chords---------- REPORTS: SBCCI 9761 HANDLING , INSTALLING 6 A -N 0.34 779 C 0.00 0.34 ROBBINS ENGINEERING, INC. BRACING TRUSSES. N -B 0.21 440 C 0.00 0.21 BASED ON SP LUMBER 3. SEE ATTACHED DETAIL SHEET B -O 0.56 394 C 0.00 0.56 USING GROSS AREA TEST. FOR: 1-JACK NAILS. O -S3 0.61 331 T 0.05 0.56 Plate - LOCK 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. S3-Z 0.23 331 T 0.05 0.18 Plate - RHS 20 Ga, Gross Area 4. DESIGNER: JRP Z -Q 0.53 1044 T 0.17 0.36 Jt Type Plt Size X Y JSI Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3.53:41 PM Page 1 Job CARC4T Mark H1J Quan 1 Type Span P1-H1 SP 500000 6 Left OH Right OH 1- 2- 0 1- 2- 0 Engiueerillg ENGLE/CARC4T/M#18619 HO 4-3 0 0 HO 4-3 0 0 N O TC '� 7-0-0 33-4-0 N O 9-8-0 '' 3x8 6x8 3x8 S1 6x6 4x6 2x4 5x20 4x10 6x10 6 B AA BB O P S2 Q C 3x6 p� 3x6 5-2-3 DD �il �� II� j �.� �R 6 4A6� /- 3A� I \%�(\ x -A-� 0- 0 4x6 G I 3x6 I D CC EE Z 2x4 3x6 3x6S3 Y S 3x8 6x12 6x16 1-G 4- ID 2x4'8xl6 3x8 J H E W 6x12 2x4 4x6 W:400 W:800 2x4 ., R:1562 R:5750 W:800 U: 430 U:1527 R:1668 U: 452 BC 26-10-0 13-8-0 2-10-0 6-8-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online Plus - Hz = -114 DL Dofl -0, 37" at G L/759 S 5751 1528 8- 0 6- 8 Shear // Grain in Q -C 0.78 Online Plus -- Version 20.0.025 D 1668 452 8- 0 1-15 RUN DATE: 28-FEB-07 Hz = 117 Plates for each ply each face. PLATING CONFORMS TO TPI. CSI -Size- ----Lumber---- Mombr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 TC 1.00 2x 4 SP-SS ----------Top Chords---------- ROBBINS ENGINEERING, INC. EX A -B 2x 4 SP-112 A -DD 0.26 2738 C 0.06 0.20 BASED ON SP LUMBER EX C -D 2x 4 SP-#2 DD-B 0.47 2614 C 0.05 0.42 USING GROSS AREA TEST. BC 0.71 2x 4 SP-112 B -AA 0.52 1979 C 0.01 0.51 Plate - LOCK 20 Ga, Gross Area EX I -H 2. 4 SP-SS AA-S1 0.52 227 T 0.01 0.51 Plate - RHS 20 Ga, Gross Area EX G -F 2x 6 SP-112 S1-BB 0.47 227 T 0.01 0.46 Jt Type Plt Size X Y JSI CW 0.81 2x 4 SP-#3 BB-O 0.62 3796 T 0.36 0.46 A LOCK 4.Ox 6.0 Ctr 0.1 0.91 EX G -C 2x 4 SP-112 O -P 0.75 2385 T 0.22 0.53 B LOCK 6.Ox 8.0 0.9-3.8 0.81 WB 0.97 2. 4 SP-#3 P -S2 0.75 2375 T 0.22 0.53 AA LOCK 3.Ox 8.0 0.5 Ctr 0.97 EX H -F 2x 4 SP-112 S2-Q 1.00 2375 T 0.22 0.78 BB LOCK 6.Ox 6.0 1.0 Ctr 0.97 PB --- 2x 4 SP-143 Q -C 0.81 2611 C 0.03 0.78 S2 LOCK 5.Ox20.0 Ctr-0.8 0.88 C -R 0.57 4537 C 0.16 0.41 Q LOCK 4.Ox10.0-2.0 Ctr 1.00 Brace truss as follows: R -X 0.44 4868 C 0.23 0.21 C LOCK 6.0x10.0 Ctr-4.5 0.98 O.C. From To X -D 0.27 2986 C 0.07 0.20 D LOCK 4.Ox 6.0 Ctr 0.1 0.99 TC Cont. 0- 0- 0 50- 0- 0 --------Bottom Chords--------- Y LOCK 3.Ox 8.0-0.5 Ctr 1.00 BC Cont. 0- 0- 0 50- 0- 0 A -CC 0.55 2427 T 0.44 0.11 I LOCK 6.Ox16.0 Ctr 1.2 0.91 WB 1 rows CLB on AA-Y CC-EE 0.55 2427 T 0.44 0.11 H LOCK 6.Oxl2.0 Ctr 1.2 0.91 WB 1 rows CLB on BB-S EE-Z 0.71 2353 T 0.26 0.45 F LOCK 8.Oxl6.0 Ctr 1.2 0.90 WB 2 rows CLB on I -Q Z -S3 0.53 1979 T 0.22 0.31 W LOCK 4.Ox 6.0-1.0 Ctr 0.95 WB 1 rows CLB on K -C S3-Y 0.67 1979 T 0.22 0.45 Attach CLB with (2)-10d nails Y -S 0.40 227 C 0.00 0.40 at each web. S -J 0.40 220 C 0.00 0.40 REFER TO ROBBINS ENG. GENERAL I -K 0.47 2611 T 0.13 0.34 NOTES AND SYMBOLS SHEET FOR Loading Live Dead (psf) K -H 0.53 408B T 0.22 0.31 ADDITIONAL SPECIFICATIONS. TC 20.0 15.0 G -F 0.39 169 T 0.02 0.37 BC 0.0 5.0 E -W 0.32 118 T 0.01 0.31 NOTES: Total 20.0 20.0 40.0 W -D 0.65 2654 T 0.49 0.16 Trusses Manufactured by: Spacing 24.0" ---------- Chord -Webs ---------- East Coast Lumbar Lumber Duration Factor 1.25 J -I 0.81 198 T 0.00 0.81 Analysis Conforms To: Plate Duration Factor 1.25 I -P 0.35 797 C 0.00 0.35 FBC2004 TC Fb=1.00 Fc=1.00 Ft=1.00 H -C 0.62 1745 T 0.32 0.30 OH Loading BC Fb=1.00 Fc=1.00 Ft=1.00 G -H 0.36 328 T 0.04 0.32 Soffit psf 2.0 E -F 0.62 226 T 0.01 0.61 Design chocked for LL on BC Load Case N 1 Standard Loading F -R 0.23 199 T 0.05 0.18 per BOCA (section 1606.2.3), Lumber Duration Factor 1.25 -------------Webs------------- IBC/IRC-2003 and FBC 2004 Plate Duration Factor 1.25 CC-DD 0.05 185 T (section 1607.1), 20.0 psf. plf - Live Dead From To DD-EE 0.05 210 C Design chocked for 10 psf non- TC V 40 30 0.0' 50.0' EE-B 0.17 632 T concurrent LL on BC. BC V 0 10 0.0' 50.0' B -Z 0.31 514 C Wind Loads - ANSI / ASCE 7-02 TC V 50 38 7.0' 4 2 . 7 ' Z -AA 0.13 520 T Truss is designed as a Main BC V 0 13 7.0' 42.7' AA-Y 0.54 2480 C 1 Br Wind -Force Resistance System. TC V 133 133 7.1' CL-LB Y -BB 0.45 1433 T Wind Speed: 120 mph BC V 211 211 7.1' CL-LB BB-S 0.95 4356 C 1 Br Mean Roof Height: 18-0 BC V 275 275 42.7' CL-LB S -O 0.43 1911 C Exposure Category: B S -I 0.74 3886 C Occupancy Factor : 1.00 0 -I 0.62 1948 T Building Type: Enclosed Plus 6 Wind Load Case(s) I -Q 0.97 5308 C 2 Br Zone location: Exterior Plus 1 UBC LL Load Case(s) K -Q 0.20 708 T TC Dead Load 7.0 psf K -C 0.38 1554 C 1 Br BC Dead Load 3.0 psf Checked for NonConcurrent 200 H -R 0.05 339 C Max comp. force 5308 Lbs Lbs Moving Point Load applied H -F 0.81 4429 T Quality Control Factor 1.00 at Panel Points and Mid -panel F -X 0.54 1708 T on BC F -W 0.89 2794 T FABRICATOR NOTES: W -X 0.20 1217 C 1. EAST COAST LUMBER 6 SUPPLY Jt React Uplft Size Req'd MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx TL Defl -0.52" in K -H L/575 P.E.#EB5251 6 19554 A 1563 430 4- 0 1-14 LL Defl -0.24" in K -H L/999 5285 ST. LUCIE BLVD. Robbins Engineering, Inc./Online Plus `• 0 1996-2007 Version 20 0 025 Engineering - Portrail 2/282007 3.53 4 t PM Page t of 2 r Job CAROT Mark 1 Quan Type Span P1-H1 Left OH Right OH 1 SP 500000 6 1- 2- 0 1- 2- 0 Engineering Cow. ENGLE/CARC4T/M#18619 FORT PIERCE FL. 34946 !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. DESIGNER: JRP Robbins Engineering, Inc./Online Plus" C 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3.53-.41 PM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH 1 Engineering CARUT M6D 1 MONO 70308 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 3-11-15 TC 1-2-0 7-3-8 #5x8 B 3-11-15 2x4 ✓ A F R: 351 2x4 U: 129 #3x8 C 2x4 W:800 R: 373 U: 50 BC 6-10-0 5-8 7-3-8 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- B -B 0.02 9 C 0.00 0.02 --------Bottom Chords --------- * -F 0.25 310 T 0.04 0.21 F -C 0.26 310 T 0.04 0.22 ------------- Webs ------------- F -E 0.07 231 T E -C 0.08 358 C C -G 0.09 293 T WindLd G -B 0.02 134 C WindLd TL Defl -0.01" in A -F L/999 LL Defl 0.00" in A -F L/999 DL Defl 0.00" at L/999 Shear // Grain in F -C 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B# LOCK 5.Ox 8.0 0.6 0.3 0.43 G# LOCK 3.Ox 8.0 0.4-0.4 0.00 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Jt React Uplft Size Req'd Trusses Manufactured by: Lbs Lbs In-Sx In-Sx East Coast Lumber A 374 50 8- 0 1- 8 Analysis Conforms To: Hz = 145 FBC2004 G 351 129 3- 8 1- 8 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), A -E 0.12 345 C 0.00 0.12 IBC/IRC-2003 and FBC 2004 E -B 0.12 43 C 0.00 0.12 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online PIUSTM 0 1996-2007 Version 20 0 025 Engineering . Portrait 2/28/2007 3:54:00 PM Page 1 Scale: 0.457" = 1 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 358 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H6C 1 MONO 70308 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 3-11-15 TC 1-2-0 7-3-8 J J4x8 B 3-8-0 C 2x4 1 G #3x8 w:800 R: 373 U: 50 BC 6-10-0 5-8 7-3-8 ALL PLATES ARE LOCK20, f✓ = PLATE SELECTED IN PLATE MONITOR Robbins Enaineering, Inc./Online Plus- B -B 0.02 9 C 0.00 0.02 --------Bottom Chords--------- OnlinePlus -- Version 20.0.025 A -F 0.25 310 T 0.04 0.21 RUN DATE: 28-FEB-07 F -C 0.26 310 T 0.04 0.22 ------------- Webs ------------- CSI -Size- ----Lumber---- F -E 0.07 231 T TC 0.12 2x 4 SP-#2 E -C 0.08 358 C BC 0.26 2x 4 SP-#2 C -G 0.09 293 T WindLd WB 0.09 2x 4 SP-#3 G -B 0.02 134 C WindLd Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.01" in A -F L/999 LL Defl 0.00" in A -F L/999 DL Defl 0.00" at L/999 Shear // Grain in F -C 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI B# LOCK 4.Ox 8.0 1.2 0.5 0.40 G# LOCK 3.Ox 8.0 0.4-0.4 0.00 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: it React Uplft Size Req'd Trusses Manufactured by: Lbs Lbs In-Sx In-Sx East Coast Lumber A 374 50 8- 0 1- 8 Analysis Conforms To: Hz = 145 FBC2004 G 351 129 3- 8 1- 8 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), A -E 0.12 345 C 0.00 0.12 IBC/IRC-2003 and FBC 2004 E -B 0.12 43 C 0.00 0.12 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2007 Version 20 0 025 Engineering - Portrait 2/282007 3 53 59 PM Page 1 0 Scale: 0.427" = 1' Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 358 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. 5. DESIGNER: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H6B 1 HHIP 70308 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 2-8-3 HO 4-3 TC 1-2-0 HO 2-8-3 4-8-0 2-7-8 4x6 #4x8 2x4 W:800 R: 357 U: 77 BC 6-10-0 5-8 7-3-8 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.19 2x 4 SP-#2 BC 0.33 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 358 77 8- 0 1- 8 Hz = 80 H 351 102 3- 8 1- 8 Hz = 16 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.19 227 C 0.00 0.19 Robbins Engineering, Inc./Online Plus" B -C 0.04 8 T 0.00 0.04 C -C 0.02 0 T 0.00 0.02 --------Bottom Chords --------- A -I 0.33 204 T 0.03 0.30 I -D 0.24 193 T 0.03 0.21 ------------- Webs ------------- I -B 0.07 248 T B -D 0.05 309 C D -H 0.09 310 T WindLd H -C 0.02 91 C 0.01 0.01 TL Defl -0.02" in A -I L/999 LL Defl 0.01" in A -I L/999 DL Defl 0.00" at L/999 Shear // Grain in I -D 0.25 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C# LOCK 4.Ox 8.0 1.2 Ctr 0.54 H# LOCK 3.Ox 8.0 0.4-0.4 0.00 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 L L r 0 Scale: 0.593" = 1' (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 309 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.F. Robbins Engineering. Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53:59 PM Pagel f Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T CE6A 1 HHIP 61100 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 1-8-3 TC 1-2-0 2-8-0 4-3-0 4x4 2x4 F 6 1 t 1-8-3 2x4 FT / D x •2x4 G . BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 See Joint F For Typical Gable Plate Size and Placement Scale: 0.742" = 1' Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd FBC2004 ----------Top Chords---------- OH Loading Online Plus -- Version 20.0.025 A -B 0.07 47 C 0.00 0.07 Soffit psf 2.0 RUN DATE: 28-FEB-07 B -F 0.04 23 T 0.00 0.04 Design checked for LL on BC F -C 0.04 29 C 0.00 0.04 per BOCA (section 1606.2.3), CSI -Size- ----Lumber---- --------Bottom Chords--------- IBC/IRC-2003 and FBC 2004 TC 0.07 2x 4 SP-#2 A -E 0.14 10 C 0.00 0.14 (section 1607.1), 20.0 psf. BC 0.14 2x 4 SP-#2 E -G 0.11 0 T 0.00 0.11 Design checked for 10 psf non- WB 0.11 2x 4 SP-#3 G -D 0.12 0 T 0.00 0.12 concurrent LL on BC. GW 0.13 2x 4 SP-#3 -------------Webs------------- Refer to Gen Det 3 series for D -C 0.11 76 C 0.00 0.11 web bracing and plating. Brace truss as follows: ----------Gable Webs---------- Wind Loads - ANSI / ASCE 7-02 O.C. From To E -B 0.13 136 C 0.00 0.13 Truss is designed as a Main TC Cont. 0- 0- 0 6-11- 0 G -F 0.07 147 C 0.00 0.07 Wind -Force Resistance System. BC Cont. 0- 0- 0 6-11- 0 Wind Speed: 120 mph TL Defl 0.00" in A -E L/999 Mean Roof Height: 18-0 Loading Live Dead (psf) LL Defl 0.00" in G -D L/999 Exposure Category: B TC 20.0 15.0 DL Defl 0.00" at L/999 Occupancy Factor : 1.00 BC 0.0 5.0 Shear // Grain in G -D 0.15 Building Type: Enclosed Total 20.0 20.0 40.0 Zone location: Exterior Spacing 24.0" Plates for each ply each face. TC Dead Load 7.0 psf Lumber Duration Factor 1.25 PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf Plate Duration Factor 1.25 REPORTS: SBCCI 9761 Max comp. force 147 Lbs TC Fb=1.15 Fc=1.10 Ft=1.10 ROBBINS ENGINEERING, INC. Quality Control Factor 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 BASED ON SP LUMBER USING GROSS AREA TEST. FABRICATOR NOTES: Plate - LOCK 20 Ga, Gross Area 1. EAST COAST LUMBER & SUPPLY Plus 6 Wind Load Case(s) Plate - RHS 20 Ga, Gross Area MAURICE A. SHASHOUA, Plus 1 UBC LL Load Case(s) Jt Type Plt Size X Y JSI P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. Checked for NonConcurrent 200 FORT PIERCE FL. 34946 Lbs Moving Point Load applied REFER TO ROBBINS ENG. GENERAL 2. !!!CAUTION!!! READ "SCSI-B1 at Panel Points and Mid -panel NOTES AND SYMBOLS SHEET FOR SUMMARY SHEET" BEFORE on BC ADDITIONAL SPECIFICATIONS. HANDLING , INSTALLING & BRACING TRUSSES. Jt React Uplft Size Req'd NOTES: 3. SEE ATTACHED DETAIL SHEET Lbs Lbs In-Sx In-Sx Trusses Manufactured by: FOR: 1-JACK NAILS. Cont. Brg 0- 0- 0 to 6-11- 0 East Coast Lumber 2-TBRACE. 3-BEARING BLOCK. 640 170 Hz = 59 Analysis Conforms To: 4. DESIGNER: JRP Robbins Engineering, Inc.lOnline Plus" 0 1996-2007 version 20 0.025 Engineering - Ponrait 2/28/2007 3 53.58 PM Page I Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T H6 1 HHIP 70000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 Ho 2-7-15 TC 1-2-0 4-7-8 2-4-8 4x6 2x4 B C 6 / 2-7-15 / i 3x3 / I A % CU7 ------- - -- - - - --- -- `%3x3 2x4 i U W:800 HGR R: 736 R: 650 U: 188 U: 181 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.595" = 1' Robbins Engineering, Inc./On::ne Plus' A 737 188 8- 0 1- 8 Hz = -39 Online Plus -- Version 20.0.025 D 650 181 3- 8 1- 8 RUN DATE: 28-FEB-07 Hz = 104 CSI -Size- TC 0.20 2x 4 SP-#2 BC 0.33 2x 6 SP-#2 WB 0.16 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.0' BC V 0 10 0.0' 7.0' BC V 53 53 0.0' 7.0' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.20 550 C 0.00 0.20 B -C 0.08 32 C 0.00 0.08 --------Bottom Chords --------- A -E 0.33 500 T 0.04 0.29 E -D 0.23 476 T 0.06 0.17 ------------- Webs ------------- E -B 0.16 566 T B -D 0.13 696 C D -C 0.02 87 C WindLd TL Defl -0.03" in A -E L/999 LL Defl -0.02" in A -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 0.26 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering -Portrait 2/28/2007 3 53 57 PM Pagel Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 696 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. Job Mark uan Type Span P1-H1 Left OH Right OHrngineering Q CARC4T G3 1 SP 110612 6 1- 3- 0 0 ENGLE/CARC4T/M#18619 HO 1-8-11 HO 1-8-11 TC 1-3-0 3-0-1 2-3-2 1-0-5 2-3-7 2-11-13 #4x6 #4x6 C D 4.191 4.201 # E 8 / !'`il--jam! # E 0 -K 2x4 % \� I I 2x4 4-0-3 1 / w J � II N \ 3x3 C; ---- - - ---- --- --- ------ K L>3x3 3x10 W:700 W:700 R: 921 R: 770 U: 228 U: 207 aC 11-6-12 11-6-12 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.409" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 6-12 BC Cont. 0- 0- 0 11- 6-12 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 11.6' BC V 0 10 0.0' 11.6' TC V 27 20 0.0', 11.6' BC V 0 7 0.0' 11.6' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- F 771 207 7- 0 1- 8 Hz = 102 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- I -B 0.26 76 T 0.00 0.26 B -C 0.18 625 C 0.00 0.18 C -D 0.03 582 C 0.03 0.00 D -E 0.18 625 C 0.00 0.18 E -J 0.25 76 T 0.00 0.25 --------Bottom Chords --------- * -K 0.61 568 T 0.06 0.55 K -F 0.58 567 T 0.06 0.52 ------------- Webs ------------- A -I 0.03 188 C WindLd A -B 0.21 785 C B -K 0.02 90 T C -K 0.03 95 T K -D 0.03 94 T K -E 0.02 91 T E -F 0.21 785 C F -J 0.03 188 C WindLd TL Defl -0.05" in K -F L/999 LL Defl 0.04" in A -K L/999 DL Defl -0.12" at K L/998 Shear // Grain in K -F 0.23 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B# LOCK 4.Ox 8.0-0.9-0.7 0.69 C# LOCK 4.Ox 6.0 0.4 Ctr 0.70 D# LOCK 4.Ox 6.0-0.4 Ctr 0.70 E# LOCK 4.Ox 8.0 1.9-0.8 0.61 # = Plate Monitor used Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 922 228 7- 0 1- 8 NOTES AND SYMBOLS SHEET FOR Hz = -101 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" 0 1996-2007 Version 20 0.025 Engineering - Ponrail 2/28/2007 3 5351 PM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 785 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T T3A 2 DUAL 120204 6 1- 3- 0 0 ENGLE/CARC4T/M#18619 HO 1-8-11 HO 1-4-15 TC 1-3-0 5-9-6 6-4-14 4x4 j �jB1j I 6 I i I 4-7-6 3x3 A / 3x3 2x4 2x4 3x6 W:700 HGR R: 580 R: 487 U: 152 U: 130 BC 12-2-4 12-2-4 ALL PLATES ARE LOCK20 Scale: 0.411" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 12- 2- 4 BC Cont. 0- 0- 0 12- 2- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Rea'd Robbins Engineering, Inc./Online Plus`" Hz = 110 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.34 416 C 0.00 0.34 B -C 0.46 418 C 0.00 0.46 --------Bottom Chords --------- F -E 0.47 94 T 0.00 0.47 E -D 0.51 91 T 0.00 0.51 ------------- Webs ------------- F -A 0.07 464 C WindLd A -E 0.12 398 T E -B 0.03 122 T E -C 0.12 392 T D -C 0.07 461 C WindLd TL Defl -0.06" in E -D L/999 LL Defl 0.05" in F -E L/999 DL Defl -0.12" at E L/999 Shear // Grain in B -C 0.28 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx F 580 153 7- 0 1- 8 NOTES: Hz = -118 Trusses Manufactured by: D 488 131 3- 8 1- 8 East Coast Lumber Robbins Engineering, Inc /Online Pius'° 0 1996-2007 Version 20 0 025 Engineering -Portrait 2/28/2007 3 53,52 PM Pagel Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 464 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering CARC4T T3B 4 DUAL 120604 6 1- 3- 0 0 ENGLE/CARC4T/M#18619 4-7-6 HO 1-8-11 TC 1-3-0 BC 5-9-6 4x4 B E : %'� 3x6 W:700 R: 593 U: 156 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.56 2x 4 SP-#2 WB 0.13 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 6- 4 BC Cont. 0- 0- 0 12- 6- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd 12-6-4 12-6-4 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Hz = 106 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.35 439 C 0.00 0.35 B -C 0.52 442 C 0.00 0.52 --------Bottom Chords --------- F -E 0.47 94 T 0.00 0.47 E -D 0.56 89 T 0.00 0.56 ------------- Webs ------------- F -A 0.07 478 C WindLd A -E 0.13 421 T E -B 0.04 130 T E -C 0.13 412 T D -C 0.07 472 C WindLd TL Defl -0.08" in E -D L/999 LL Defl 0.05" in F -E L/999 DL Defl -0.12" at E L/999 Shear // Grain in B -C 0.29 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx F 593 156 7- 0 1- 8 NOTES: Hz = -118 Trusses Manufactured by: D 501 134 2- 8 1- 8 East Coast Lumber Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53:53 PM Page 1 6-8-14 HO 1-2-15 3 D 2x4 W:208 R: 500 U: 134 Scale: 0.411" = 1 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 478 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP I Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T GE4 1 DUAL 100504 6 1- 3- 0 1- 3- 0 ENGLE/CARC4T/M#18619 5-10-6 HO 3-3-1 TC 1-3-0 5-2-10 4x4 B HO 3-3-1 5-2-10 1-3-0 II I 2x4 ` O Q ---L `-)2x4 •2x4 i BC 1-3-0 7-11-4 1-3-0 10-5-4 ALL PLATES ARE LOCK20 See Joint M For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.07 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 WB 0.15 2x 4 SP-#3 GW 0.13 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 5- 4 BC Cont. 0- 0- 0 10- 5- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 1- 3- 0 to 9- 2- 4 1020 331 Hz = 174 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -M 0.06 73 T 0.00 0.06 M -N 0.07 87 T 0.00 0.07 Robbins Engineering, Inc./Online Plus" N -B 0.05 135 T 0.00 0.05 B -P 0.04 134 T 0.00 0.04 P -R 0.05 89 T 0.00 0.05 R -I 0.07 46 T 0.00 0.07 --------Bottom Chords --------- H -K 0.07 16 T 0.00 0.07 K -0 0.14 8 C 0.00 0.14 O -D 0.12 0 T 0.00 0.12 D -Q 0.12 0 T 0.00 0.12 Q -L 0.12 0 T 0.00 0.12 L -J 0.10 60 C 0.00 0.10 ------------- Webs ------------- H -G 0.15 80 C 0.00 0.15 J -I 0.10 40 T 0.00 0.10 ----------Gable Webs ---------- K-M 0.13 53 C 0.00 0.13 0 -N 0.11 174 C 0.00 0.11 D -B 0.06 122 C 0.00 0.06 Q -P 0.10 143 C 0.00 0.10 L -R 0.08 143 C 0.00 0.08 TL Defl 0.00" in K -0 L/999 LL Defl 0.00" in Q -L L/999 LL Cant -0.01" in L -J L/999 DL Defl 0.00" at L/999 Shear // Grain in L -J 0.22 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Scale: 0.341" = 1' East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 174 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus"' 0 1996-2007 Version 20.0 025 Engineering - Ponrail 2/28/2007 3 53 53 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T T4A 2 DUAL 100504 6 1- 3- 0 1- 3- 0 ENGLE/CARC4T/M#18619 5-10-6 NO 3-3-1 TC 1-3-0 5-2-10 4x4 B HO 3-3-1 5-2-10 1-3-0 I M #3x6 #3x6 Cant:1- 3- 0- Cant: 1- 3- 0 W:800 W:600 R: 509 R: 523 U: 165 U: 165 BC 1-7-0 7-3-4 1-7-0 10-5-4 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.44 2x 4 SP-#2 WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 5- 4 BC Cont. 0- 0- 0 10- 5- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx I 510 166 8- 0 1- 8 Robbins Engineering, Inc./Online P1us- B -K 0.29 74 T 0.01 0.28 --------Bottom Chords --------- H -I 0.37 49 C 0.00 0.37 I -M 0.44 100 T 0.01 0.43 M -L 0.34 49 C 0.00 0.34 ------------- Webs ------------- H -G 0.05 121 C WindLd G -I 0.03 128 C I -B 0.17 282 C B -M 0.17 282 C M -K 0.03 133 C L -K 0.05 112 C WindLd TL Defl 0.10" in I -M L/782 LL Defl 0.12" in I -M L/658 LL Cant 0.01" in H -I L/999 DL Defl 0.00" at L/999 Shear // Grain in G -B 0.23 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI I# LOCK 3.Ox 6.0-0.7 Ctr 0.26 M# LOCK 3.Ox 6.0 0.9 0.1 0.25 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = -175 NOTES: M 523 166 8- 0 1- 8 Trusses Manufactured by: Hz = 176 East Coast Lumber Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2004 ----------Top Chords---------- OH Loading G -B 0.29 74 T 0.01 0.28 Soffit psf 2.0 Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3.53.54 PM Page 1 Scale: 0.317" = 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 282 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP • Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering CARC4T T4B 3 Sp 71104 6 2- 6- 0 2- 6- 0 ENGLE/CARC4T/M#18619 HO 6-6-9 HO 6-6-9 TC 2-6-0 3-11-10 3-11-10 2-6-0 4x4 6 B 5-10-6 _ x4I N 2x4 i m o A \ X C w:308 w:308 R: 542 R: 542 U: 161 U: 161 &3x4 &3x4 BC 7-11-4 7-11-4 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.13 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.83 2x 4 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Robbins Engineering, Inc./Online Plus- C 543 161 3- 8 1- 8 Hz = -99 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.13 130 C 0.00 0.13 B -F 0.13 131 C 0.00 0.13 --------Bottom Chords --------- G -H 0.52 123 T 0.01 0.51 ------------- Webs ------------- G -E 0.71 172 C 0.00 0.71 A -G 0.83 357 C 0.00 0.83 G -B 0.11 180 C B -H 0.11 180 C H -F 0.67 172 C 0.00 0.67 C -H 0.83 357 C 0.00 0.83 TL Defl -0.10" in G -H L/841 LL Defl 0.12" in G -H L/739 DL Defl 0.00" at L/999 Shear // Grain in G -H 0.18 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx A 543 161 3- 8 1- 8 NOTES: Hz = 100 Trusses Manufactured by: Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:53:55 PM Page 1 m ON Scale: 0.244" = 1 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 357 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T T4C 1 DUAL 71104 6 0 0 ENGLE/CARC4T/M#18619 No 6-6-9 HO 6-6-9 TC 3-11-10 3-11-10 4x4 B 5-10-6 2 H 2x4 4 J 2x4 K L W:308 W:308 R: 357 R: 357 U: 106 U: 106 &3x4 &3x4 BC 7-11-4 7-11-4 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.244" = 1 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.13 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.83 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Rect'd Robbins Engineering, Inc./Online Plus" L 358 106 3- 8 1- 8 Hz = -99 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- G -B 0.13 130 C 0.00 0.13 B -I 0.13 131 C 0.00 0.13 --------Bottom Chords --------- H -J 0.52 123 T 0.01 0.51 ------------- Webs ------------- H -G 0.71 172 C 0.00 0.71 K -H 0.83 357 C 0.00 0.83 H -B 0.11 180 C B -J 0.11 180 C J -I 0.67 172 C 0.00 0.67 L -J 0.83 357 C 0.00 0.83 TL Defl -0.10" in H -J L/841 LL Defl 0.12" in H -J L/739 DL Defl 0.00" at L/999 Shear // Grain in H -J 0.18 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx K 358 106 3- 8 1- 8 NOTES: Hz = 100 Trusses Manufactured by: Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 200 025 Engineering -Portrait 2/28/2007 3 5355 PM Pagel East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 357 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP • Job Mark Quan Type Span P1-Hl Left OH Right OH I Engineering CARC4T T4D 3 DUAL 80512 6 1-11- 8 2- 6- 0 ENGLE/CARC4T/M#18619 HO 4-11-5 Ho 5-2-9 TC 1-11-8 4-6-2 3-11-10 2-6-0 4x4 B 7-2-6 i \ J Et'r' -_-. _- - -__ --. F�j L 2x4 L' --�------p 2x4 L(. 1 HGR HGR R: 548 R: 593 U: 121 U: 135 BC 8-5-12 8-5-12 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.22 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 5-12 BC Cont. 0- 0- 0 8- 5-12 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, inc./On!ine P11.35" L 594 135 3- 8 1- 8 Hz = 244 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- I -B 0.22 120 T 0.00 0.22 B -K 0.15 118 T 0.00 0.15 --------Bottom Chords --------- J -L 0.93 107 T 0.00 0.93 ------------- Webs ------------- J -I 0.15 142 C WindLd J -B 0.17 184 C B -L 0.18 202 C L -K 0.17 121 C WindLd TL Defl -0.35" in J -L L/268 LL Defl -0.23" in J -L L/405 DL Defl 0.00" at L/999 Shear // Grain in I -B 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: J 549 122 3- 8 1- 8 East Coast Lumber Hz = -235 Analysis Conforms To: Robbins Engineering, inc./Online Pius` 0 1996.2007 Version 20.0.025 Engineering - Ponrait 2/26/2007 3 53 56 PM Pagel Scale: 0.293" = 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 202 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP -. Job CARC4T Mark G5 Quan Type 1 FLAT Span P1-H1 Left OH 70000 20000 0 Right OH 0 Engineering ENGLE/CARC4T/M#18619 HO 2-0-0 HO 2-0-0 TC 7-0-0 3x4 2x4 3x4 p� F y 2-0-0 Li D C � 2x4 E x4 4x10 i X HGR W:400 111:1050 R:1050 U: 384 U: 384 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.705" = 1' Robbins Engineering, Inc./Online P1us- D 1050 384 3- 8 1- 8 Hz = -61 Online Plus -- Version 20.0.025 C 1050 384 4- 0 1- 8 RUN DATE: 28-FEB-07 Hz = 62 CSI -Size- TC 0.16 2x 4 SP-#2 BC 0.27 2x 6 SP-#2 WB 0.41 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.0' BC V 0 10 0.0' 7.0' BC V 110 110 0.0' 7.0' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -F 0.16 1162 C 0.01 0.15 F -B 0.16 1162 C 0.01 0.15 --------Bottom Chords --------- D -E 0.26 46 T 0.00 0.26 E -C 0.27 46 T 0.00 0.27 ------------- Webs ------------- D -A 0.10 674 C WindLd A -E 0.41 1291 T E -F 0.04 267 C E -B 0.41 1291 T C -B 0.10 674 C WindLd TL Defl -0.03" in E -C L/999 LL Defl -0.01" in E -C L/999 DL Defl 0.00" at L/999 Shear // Grain in D -E 0.35 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 4.0 0.5 Ctr 0.92 B LOCK 3.Ox 4.0-0.5 Ctr 0.92 E LOCK 4.0x10.0 Ctr-0.8 0.85 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1162 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Robbins Engineering. Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering - Ponrait 2/28/2007 3'53:57 PM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH EngineeringCARC4T G8 1 SP 80208 20800 0 0 ENGLE/CARC4T/M#18619 HO 1-4-0 HO 2-8-0 TC 8-2-8 4x12 3x4 3x10 2x4 6x8 B J K G C I , A 2-8-0 #4x10 I H j F �j 7x10 5x6 10x12 IIILIII, � Ll HGR D #20G-RHS-6x10 R:3611 E U:1297 2x4 n HGR R:3611 U:1307 BC 6-8-0 1-6-8 8-2-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, 0 = PLATE SELECTED IN PLATE MONITOR Scale: 0.594" = 1' Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-#2 BC 0.75 2x 6 SP-SS EX E -D 2x 6 SP-#2 CW 0.62 2x 4 SP-#3 WB 0.53 2x 4 SP-#3 EX B -I 2x 4 SP-SS EX F -C 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 2- 8 BC Cont. 0- 0- 0 8- 2- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 8.2' BC V 0 10 0.0' 8.2' BC V 400 400 0.0' 8.2' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 3612 1297 3- 8 4- 4 •* Hz = -64 D 3612 1308 3- 8 4- 4 •• Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.47 5593 C 0.27 0.20 J -K 0.69 6704 C 0.39 0.30 K -G 0.37 3878 C 0.12 0.25 G -C 0.20 3701 C 0.19 0.01 --------Bottom Chords --------- A -I 0.27 55 T 0.00 0.27 I -H 0.72 5593 T 0.38 0.34 H -F 0.75 6704 T 0.46 0.29 E -D 0.15 65 T 0.00 0.15 ---------- Chord -Webs ---------- E -F 0.48 511 T 0.16 0.32 F -G 0.62 140 C 0.00 0.62 ------------- Webs ------------- A -B 0.39 2537 C WindLd B -I 0.58 6090 T I -J 0.09 607 C J -H 0.38 1210 T H -K 0.35 1172 T K -F 0.53 3077 C F -C 0.86 4664 T F -D 0.02 95 C D -C 0.49 2910 C WindLd TL Defl -0.17" in I -H L/533 LL Defl -0.09" in I -H L/999 DL Defl 0.00" at L/999 Shear // Grain in H -F 0.87 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Oxl2.0 2.5 Ctr 1.00 J LOCK 3.Ox 4.0 0.5 Ctr 0.85 K LOCK 3.0x10.0 1.5 Ctr 0.81 C LOCK 6.Ox 8.0-1.0 Ctr 0.97 A# LOCK 4.Ox10.0 0.2-0.5 0.50 I LOCK 7.Ox10.0-2.5-1.2 0.95 H LOCK 5.Ox 6.0-0.5-1.5 0.93 F LOCK 10.0x12.0 Ctr 2.2 0.86 D# RHS 6.0x10.0 0.4-0.4 0.30 # = Plate Monitor used NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor . 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6704 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Hz = 78 REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus- 0 1996.2007 Version 20 0.025 Engineering - Portrait 2/26/2007 3:54:01 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARUT MV6 1 VLM. SB 60000 6 0 0 ENGLE/CARC4T/M#18619 3-0-0 HO 3-0-0 TC 6-0-0 2x4 6 � I j I 2x4 /' ---- --•- - j 3� / ` -_-- L)2x4 D '2x4 BC 6-0-0 6-0-0 ALL PLATES ARE LOCK20 Soo Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 GW 0.11 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Enyanrrer:no, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.09 74 C 0.00 0.09 E -B 0.07 38 C 0.00 0.07 --------Bottom Chords --------- A -D 0.16 3 C 0.00 0.16 D -C 0.12 0 T 0.00 0.12 ------------- Webs ------------- C -B 0.11 76 C 0.00 0.11 ----------Gable Webs---------- D-E 0.11 196 C 0.00 0.11 TL Defl 0.00" in A -D L/999 LL Defl 0.00" in D -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 6- 0- 0 Design checked for LL on BC 579 118 Hz = 202 per BOCA (section 1606.2.3), Robbins Engineering. InclOnline Plus- 0 1996.2007 Version 20 0 025 Engineering - Portrait 2/28/2007 3:54.03 PM Page 1 Scale: 0.575" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 196 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T MV4 1 VLM. SB 40000 6 0 0 ENGLE/CARC4T/M#18619 2-0-0 TC 4-0-0 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus`" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 35 C 0.00 0.12 --------Bottom Chords --------- A -C 0.22 4 C 0.00 0.22 ------------- Webs ------------- C -B 0.01 108 C WindLd TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 522 99 Hz = 128 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc.10nline Plus'" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:54:04 PM Page 1 Ho 2-0-0 2x4 4 Scale: 0.757" = 1 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 108 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 S 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering CA RC4T MV2 1 VLMA. SB 20000 6 0 0 ENGLE/CARC4T/M#18619 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) HO 1-0-0 TC 2-0-0 6 (2x4 �J 1-0-0 .:e. 2xA�/' C F=P2x4 BC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 Robbins Ena2naer:ng, 'nc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 11 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 DL Defl 0.00" at L/999 Shear // Grain in C -B 0.03 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 31 Hz = 27 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus"' 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:54.05 PM Page 1 Scale: 0.859" = 1 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T V12 1 TR 100504 6 0 0 ENGLE/CARC4T/M#18619 HO 4-11 HO 4-11 TC 5-2-10 5-2-10 4x4 B 6 \ i ! 3-0-0 3x3 � ' I 3x3 Er •2x4 BC 10-5-4 10-5-4 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.568" = 1' Robbins Engineering, inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. Online Plus -- Version 20.0.025 A -B 0.20 403 C 0.00 0.20 Refer to Gen Det 3 series for RUN DATE: 28-FEB-07 B -C 0.20 403 C 0.00 0.20 web bracing and plating. --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-02 CSI -Size- ----Lumber---- A -D 0.34 4 T 0.00 0.34 Truss is designed as a Main TC 0.20 2x 4 SP-#2 D -C 0.34 4 T 0.00 0.34 Wind -Force Resistance System. BC 0.34 2x 4 SP-#2 ----------Gable Webs---------- Wind Speed: 120 mph GW 0.03 2x 4 SP-#3 D -B 0.03 105 T Mean Roof Height: 18-0 Exposure Category: B Brace truss as follows: TL Defl -0.02" in A -D L/999 Occupancy Factor : 1.00 O.C. From To LL Defl 0.02" in D -C L/999 Building Type: Enclosed TC Cont. 0- 0- 0 10- 5- 4 DL Defl 0.00" at L/999 Zone location: Exterior BC Cont. 0- 0- 0 10- 5- 4 Shear // Grain in A -B 0.19 TC Dead Load 7.0 psf BC Dead Load 3.0 psf Loading Live Dead (psf) Plates for each ply each face. Max comp. force 403 Lbs TC 20.0 15.0 PLATING CONFORMS TO TPI. Quality Control Factor 1.00 BC 0.0 5.0 REPORTS: SBCCI 9761 Total 20.0 20.0 40.0 ROBBINS ENGINEERING, INC. FABRICATOR NOTES: Spacing 24.0" BASED ON SP LUMBER 1. EAST COAST LUMBER & SUPPLY Lumber Duration Factor 1.25 USING GROSS AREA TEST. MAURICE A. SHASHOUA, Plate Duration Factor 1.25 Plate - LOCK 20 Ga, Gross Area P.E.#EB5251 & 19554 TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area 5285 ST. LUCIE BLVD. BC Fb=1.10 Fc=1.10 Ft=1.10 Jt Type Plt Size X Y JSI FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE Plus 6 Wind Load Case(s) REFER TO ROBBINS ENG. GENERAL, HANDLING , INSTALLING & Plus 1 UBC LL Load Case(s) NOTES AND SYMBOLS SHEET FOR BRACING TRUSSES. ADDITIONAL SPECIFICATIONS. 3. SEE ATTACHED DETAIL SHEET Checked for NonConcurrent 200 FOR: 1-JACK NAILS. Lbs Moving Point Load applied NOTES: 2-TBRACE. 3-BEARING BLOCK. at Panel Points and Mid -panel Trusses Manufactured by: 4. DESIGNER: JRP on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 10- 5- 4 per BOCA (section 1606.2.3), 835 225 Hz = 54 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/28/2007 3:54.05 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering CARC4T 1 V8 3 VL. SB 80000 6 0 0 ENGLE/CARC4T/M#18619 TC 4-0-0 4-0-0 2-0-0 4x4 6 j 2x4-------- - ----- D -2x4 BC 8-0-0 e-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement 2x4 Scale: 0.719" = 1 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. Online Plus -- Version 20.0.025 A -B 0.11 66 C 0.00 0.11 Wind Loads - ANSI / ASCE 7-02 RUN DATE: 28-FEB-07 B -C 0.11 66 C 0.00 0.11 Truss is designed as a Main --------Bottom Chords--------- Wind -Force Resistance System. CSI -Size- ----Lumber---- A -D 0.21 3 C 0.00 0.21 Wind Speed: 120 mph TC 0.11 2x 4 SP-#2 D -C 0.21 3 C 0.00 0.21 Mean Roof Height: 18-0 BC 0.21 2x 4 SP-#2 ----------Gable Webs---------- Exposure Category: B GW 0.02 2x 4 SP-#3 D -B 0.02 169 C Occupancy Factor : 1.00 Building Type: Enclosed Brace truss as follows: TL Defl 0.00" in A -D L/999 Zone location: Exterior O.C. From To LL Defl 0.00" in A -D L/999 TC Dead Load 7.0 psf TC Cont. 0- 0- 0 8- 0- 0 DL Defl 0.00" at L/999 BC Dead Load 3.0 psf BC Cont. 0- 0- 0 8- 0- 0 Shear // Grain in A -D 0.16 Max comp. force 169 Lbs Quality Control Factor 1.00 Loading Live Dead (psf) Plates for each ply each face. TC 20.0 15.0 PLATING CONFORMS TO TPI. FABRICATOR NOTES: BC 0.0 5.0 REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY Total 20.0 20.0 40.0 ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, Spacing 24.0" BASED ON SP LUMBER P.E.#EB5251 & 19554 Lumber Duration Factor 1.25 USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Plate Duration Factor 1.25 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 BC Fb=1.10 Fc=1.10 Ft=1.10 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. Plus 6 Wind Load Cases) REFER TO ROBBINS ENG. GENERAL 3. SEE ATTACHED DETAIL SHEET Plus 1 UBC LL Load Case(s) NOTES AND SYMBOLS SHEET FOR FOR: 1-JACK NAILS. ADDITIONAL SPECIFICATIONS. 2-TBRACE. 3-BEARING BLOCK. Checked for NonConcurrent 200 4. DESIGNER: JRP Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brig 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 827 226 Hz = 69 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus'm 0 1996-2007 Version 20.0 025 Engineering - Portrait 2/282007 3:54:06 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T V4 s vL. ss 40000 6 0 0 ENGLE/CARC4T/M#18619 TC 2-0-0 2-0-0 6 1-0-0 (22xx4/ BC 4x4 B 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Online Plus -- Version 20.0.025 DL Defl 0.00" at L/999 RUN DATE: 28-FEB-07 Shear // Grain in A -B 0.05 CSI -Size- ----Lumber---- Plates for each ply each face. TC 0.02 2x 4 SP-#2 PLATING CONFORMS TO TPI. BC 0.02 2x 4 SP-#2 REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Brace truss as follows: BASED ON SP LUMBER O.C. From To USING GROSS AREA TEST. TC Cont. 0- 0- 0 4- 0- 0 Plate - LOCK 20 Ga, Gross Area BC Cont. 0- 0- 0 4- 0- 0 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Loading Live Dead (psf) B LOCK 4.Ox 4.0 Ctr-1.0 0.33 TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 REFER TO ROBBINS ENG. GENERAL Spacing 24.0" NOTES AND SYMBOLS SHEET FOR Lumber Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 NOTES: BC Fb=1.10 Fc=1.10 Ft=1.10 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), Jt React Uplft Size Req'd IBC/IRC-2003 and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 442 119 Hz = 27 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.02 115 C 0.00 0.02 Wind Speed: 120 mph B -C 0.02 115 C 0.00 0.02 Mean Roof Height: 18-0 --------Bottom Chords--------- Exposure Category: B A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00 Robbins Engineering. Inc./Online Plus'- 0 1996-2007 Version 20.0.025 Engineering - Portrait 2/26/2007 3'54:07 PM Page 1 2x4 Scale: 0.888" = 1' Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 115 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HJ7 3 MONO 91013 4.243 1- 7-13 0 ENGLE/CARC4T/M#18619 HO 3-15 HO 3-9-15 TC 1-7-13 9-10-13 2x4 B 3-9-15 BC 3x3 A w:1105 R: 494 U: 87 Online Plus -- version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.55 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 4.243 9-10-13 9-10-13 ALL PLATES ARE LOCK20 F.ctri;t::s Enytneer:r.y Jt React Uplft Lbs Lbs A 495 88 C 422 64 B 266 113 ir.C./Online Plus - Size Req'd In-Sx In-Sx 11- 5 1- 8 Hz = 58 1- 8 1- 8 1- 8 1- 8 Hz = 159 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.55 648 C 0.00 0.55 E -B 0.54 97 T 0.00 0.54 --------Bottom Chords --------- A -C 0.93 657 T 0.12 0.81 ------------- Webs ------------- E -C 0.24 719 C C -B 0.04 0 T WindLd TL Defl -0.38" in A -C L/282 LL Defl -0.24" in A -C L/433 DL Defl 0.00" at L/999 Shear // Grain in E -B 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: Robbins Engineering. Inc./Online Plus "' 0 1995.2007 Version 20.0 025 Engineering - Portrait 2/28/2007 3:54:07 PM Page t 2-16d toenails C3-16d toenails 3x3 Scale: 0.458" = 1 East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 719 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP ' Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T HJB 2 ENDJO 41110 5.508 1- 4- 2 0 ENGLE/CARC4T/M#18619 HO 1-8-9 HO 3-11-14 TC 1-4-2 4-11-10 2x4 B 2-16d toenails 2 3-11-14 F 2x4 w:800 R: 230 U: 58 BC Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.10 2x 4 SP-#2 BC 0.29 2x 4 SP-#2 WB 0.33 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11-10 BC Cont. 0- 0- 0 4-11-10 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 5.0' BC V 0 10 0.0' 5.0' TC V -40 -30 0.0' -22 -17 5.0' BC V 0 -10 0.0' 0 -6 5.0' Plus 4 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 4-11-10 4-11-10 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 231 59 8- 0 1- 8 Hz = -90 C 215 12 1- 8 1- 8 Hz = 108 B 52 30 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.10 36 T 0.00 0.10 B -B 0.00 1 C --------Bottom Chords --------- F -C 0.29 60 T 0.00 0.29 ------------- Webs ------------- F -E 0.24 28 C 0.00 0.24 C -B 0.33 0 T 0.00 0.33 TL Defl 0.02" in F -C L/999 LL Defl 0.02" in F -C L/999 DL Defl 0.00" at L/999 Shear // Grain in F -C 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: Robbins Engineering, Inc./Online Plus"' 0 1996-2007 Version 200025 Engineering - Portrait 212812007 35408 PM Page 1 C2-16d toenails 2x4 Scale: 0.452" = 1' East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 4-10- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 33 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP ' Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering CARC4T H✓A 2 ENDJO 30109 5.508 1- 4- 2 0 ENGLE/CARC4T/M#18619 3-1-13 HO 1-8-9 HO 3-1-13 TC 1-4-2 3-1-9 2x4 B 2-16d toenails ,I e /�8 !81 I c 2x4 �-� l-% 2x42-16d toenails W:800 R: 217 u: 62 BC 3-1-9 3-1-9 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.15 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 1- 9 BC Cont. 0- 0- 0 3- 1- 9 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 3.1' BC V 0 10 0.0' 3.1' TC V -40 -30 0.0' -29 -21 3.1' BC V 0 -10 0.0' 0 -7 3.1' Plus 4 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC P.obb:ns Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 218 63 8- 0 1- 8 Hz = -77 C 215 17 1- 8 1- 8 Hz = 84 B 22 21 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.03 29 T 0.00 0.03 B -B 0.00 1 C --------Bottom Chords --------- F -C 0.17 46 T 0.00 0.17 ------------- Webs ------------- F -E 0.13 15 C 0.00 0.13 C -B 0.15 0 T 0.00 0.15 TL Defl 0.00" in F -C L/999 LL Defl 0.00" in F -C L/999 DL Defl 0.00" at L/999 Shear // Grain in F -C 0.26 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: Robbins Engineering. Inc lOntine Plus- 0 1996-2007 Version 20.0.025 Engineering - Ponran 2/282007 3:54:09 PM Page 1 Scale: 0.542" = 1' East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 20 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JRP ' Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering CARC4T EJ7 12 ENDJO 70000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 3-10-3 TC 1-2-0 7-0-0 B i j 2-16d toenails 6 3-10-3 A 2-16d toenails C i W:800 R: 367 U: 75 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Pius - Hz = 91 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-07----------Top Chords ---------- A -B 0.55 71 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 0 T 0.00 0.67 BC 0.67 2x 4 SP-#2 TL Defl -0.17" in A -C L/435 Brace truss as follows: LL Defl -0.08" in A -C L/967 O.C. From To DL Defl 0.00" at L/999 TC Cont. 0- 0- 0 7- 0- 0 Shear // Grain in A -B 0.28 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 368 76 8- 0 1- 8 East Coast Lumber Hz = 144 Analysis Conforms To: C 244 1 1- 8 1- 8 FBC2004 B 215 113 1- 8 1- 8 OH Loading Robbins Engineering, Inc.lOnline Plus- 0 1996-2007 Version 20 0.025 Engineering - Portrait 2128/2007 3 54.09 PM Page t Scale: 0.481" = 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 71 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineer CARC4T EJ7D 3 ENDJO 70000 6 0 0 ENGLE/CARC4T/M#18619 3-10-3 HO 4-3 TC 7-0-0 HO 3-10-3 2x4 / c W:400 R: 281 U: 44 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Hz = 91 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-07----------Top Chords ---------- A -B 0.55 71 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.55 2x 4 SP-#2 A -C 0.67 0 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.17" in A -C L/458 LL Defl -0.08" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 281 44 4- 0 1- 8 East Coast Lumber Hz = 144 Analysis Conforms To: C 244 1 1- 8 1- 8 FBC2004 B 215 113 1- 8 1- 8 Design checked for LL on BC Robbins Engineering, Inc./Online Plus"' m 1996-2007 Version 20.0.025 Engineering - Ponrail 2/28/2007 3:54.10 PM Page 1 2-16d toenails 2-16d toenails Scale: 0.482" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 71 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T EJ7A 7 SP 70000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 TC 1-2-0 3-10-3 1-0-OD 1-0-0C W:800 R: 386 U: 75 7-0-0 BC 3-2-0 3-10-0 7-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.35 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 CW 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - A -F 0.35 315 C 0.00 0.35 F -B 0.35 70 T 0.00 0.35 --------Bottom Chords --------- A -E 0.23 244 T 0.03 0.20 E -D 0.24 129 T 0.02 0.22 D -C 0.68 0 T 0.00 0.68 ---------- Chord -Webs ---------- E -D 0.41 113 T 0.03 0.38 D -F 0.54 170 T 0.05 0.49 TL Defl -0.19" in E -D L/391 LL Defl -0.10" in E -D L/727 DL Defl 0.00" at L/999 Shear // Grain in D -C 0.23 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 386 76 8- 0 1- 8 Trusses Manufactured by: Hz = 144 East Coast Lumber C 260 27 1- 8 1- 8 Analysis Conforms To: B 175 87 1- 8 1- 8 FBC2004 Hz = 91 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Pius"' 0 1996-2007 Vernon 20 0 025 Engineering - Portrait 2/2812007 154:11 PM Page I HO 2-10-3 B 2-16d toenails 2-16d toenails Scale: 0.481" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 315 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3, SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T EJ7B 1 HHIP 70000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 3-5-7 TC 1-2-0 6-2-8 9-8 3x4 3-5-7 2x4 A V BC W:800 R: 369 U: 73 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.50 2x 4 SP-#2 BC 0.64 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" A -B 0.50 64 C 0.00 0.50 B -C 0.16 82 T 0.00 0.16 --------Bottom Chords --------- A -E 0.64 0 T 0.00 0.64 E -D 0.25 0 T 0.00 0.25 ------------- Webs ------------- E -B 0.03 192 C WindLd TL Defl -0.20" in A -E L/368 LL Defl -0.10" in A -E L/773 DL Defl 0.00" at L/999 Shear // Grain in E -D 0.31 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Jt React Uplft Size Req'd Trusses Manufactured by: Lbs Lbs In-Sx In-Sx East Coast Lumber A 369 73 8- 0 1- 8 Analysis Conforms To: Hz = 128 FBC2004 D 296 128 1- 8 1- 8 OH Loading C 192 0 1- 8 1- 8 Soffit psf 2.0 Hz = 82 Design checked for LL on BC per BOCA (section 1606.2.3), Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003 and FBC 2004 ----------Top Chords---------- (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996.2007 Version 20.0.025 Engineering - Ponrail 2/28/2007 3:54:11 PM Page 1 E D 2x4 2-16d toenails 3-16d toenails Scale: 0.496" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 192 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark an Type Span P1-H1 Left OH Right OH Engineering Pul CARC4T EJ48 ENDJO 40700 6 1- 3- 0 0 ENGLE/CARC4T/M#18619 HO 1-8-11 HO 4-0-3 TC 1-3-0 4-7-0 B 2-16d toenails 6 2x4 4-0-3 E i C� F 8 2- i 2-16d toenails C W:700 R: 288 BC 4-7-0 4-7-0 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.25 2x 4 SP-#2 BC 0.40 2x 4 SP-#2 WB 0.35 2x 4 SP-#3 Robbins Engineering, Inc./Online Plus`" Hz = 90 B 149 97 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.25 57 C 0.00 0.25 --------Bottom Chords --------- F -C 0.40 90 T 0.00 0.40 ------------- Webs ------------- F -E 0.35 171 C 0.00 0.35 Brace truss as follows: O.C. From To TL Defl -0.03" in F -C L/999 TC Cont. 0- 0- 0 4- 7- 0 LL Defl -0.02" in F -C L/999 BC Cont. 0- 0- 0 4- 7- 0 DL Defl 0.00" at L/999 Shear // Grain in E -B 0.18 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 289 0 7- 0 1- 8 Hz = 134 C 225 15 1- 8 1- 8 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by East Coast Lumber Scale: 0.485" = 1' Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 171 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus- 0 1996.2007 version 20.0.025 Engineering - Ponrail 2/28/2007 3 54.12 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Ellghteering CARC4T CJA 2 ENDJO 40105 5.927 1- 3- 0 0 ENGLE/CARC4T/M#18619 3-9-1 HO 1-8-11 HO 3-9-1 TC 1-3-0 4-1-5 W:700 R: 279 EIC 4-1-5 4-1-5 ALL PLATES ARE LOCK20 Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.36 2x 4 SP-#2 WB 0.30 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 1- 5 BC Cont. 0- 0- 0 4- 1- 5 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Foi)i?ins Entiinee:ino, :nc./Online Plus" Hz = 84 B 134 89 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.20 52 C 0.00 0.20 --------Bottom Chords --------- F -C 0.36 83 T 0.00 0.36 ------------- Webs ------------- F -E 0.30 153 C 0.00 0.30 TL Defl -0.02" in F -C L/999 LL Defl -0.01" in F -C L/999 DL Defl 0.00" at L/999 Shear // Grain in F -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Lbs Lbs In-Sx In-Sx F 280 0 7- 0 1- 8 NOTES: Hz = 123 Trusses Manufactured by: C 223 15 1- 8 1- 8 East Coast Lumber Robbins Engineering, Inc /Online Plus ` 0 1996.2007 Version 20.0 025 Engineering - Ponrail 2/282007 3:54 13 PM Pagel 2-16d toenails 2-16d toenails Scale: 0.514" = 1 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 153 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T CJS 6 ENDJO 50000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 2-16d toenails 6 / 2-10-3 2x4 j / / � C 2-16d toenails W:800 R: 290 U: 62 BC Online Plus -- Version 20.0.025 RUN DATE: 28-FEB-07 CSI -Size- TC 0.27 2x 4 SP-#2 BC 0.43 2x 4 SP-#2 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 64 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.27 50 C 0.00 0.27 --------Bottom Chords --------- A -C 0.43 0 T 0.00 0.43 TL Defl -0.04" in A -C L/999 Brace truss as follows: LL Defl -0.02" in A -C L/999 O.C. From To DL Defl 0.00" at L/999 TC Cont. 0- 0- 0 5- 0- 0 Shear // Grain in A -B 0.19 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 290 63 8- 0 1- 8 Hz = 102 C 231 2 1- 8 1- 8 B 153 81 1- 8 1- 8 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Scale: 0.603" = 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 50 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus" 0 1996-2007 Version 20.0025 Engineering -Portrait 2/28/2007 3.54:13 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Enoi„eeri„g CARC4T CJ3 6 ENDJO 30000 6 1- 2- o 0 ENGLE/CARC4T/M#18619 1-10-3 HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 W:800 R: 252 U: 50 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = 38 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-07----------Top Chords ---------- A -B 0.10 30 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.01" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 253 50 8- 0 1- 8 East Coast Lumber Hz = 61 Analysis Conforms To: C 218 2 1- 8 1- 8 FBC2004 B 92 49 1- 8 1- 8 OH Loading Robbins Engineering, Inc.lonline Plus- 0 1996-2007 Version 20.0.025 Engineenng - Pon1a,1 2/28/2007 3.54:14 PM Page 1 2-16d toenails 2-16d toenails Scale: 0.643" = 1' Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 30 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC4T CJl 6 ENDJO 10000 6 1- 2- 0 0 ENGLE/CARC4T/M#18619 HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C 2x4 i 10-3 A / 2-16d toenails =\ 2-16d toenails W:800 R: 225 U: 24 BC 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./On!1ne Plus'" Hz = 11 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-07----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 11 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.06 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 225 25 3- 8 1- 8 East Coast Lumber Hz = 18 Analysis Conforms To: B 48 12 1- 8 1- 8 FBC2004 C 205 3 1- 8 1- 8 OH Loading Robbins Engineering. Inc./Online Plus` 0 1996-2007 Version 20.0,025 Engineering - Ponrail 2/28/2007 3,54.15 PM Page 1 Scale: 0.716" = 1' Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP 7-0-0 19-4-0 TO STEP IN BEAM o e 7-0-0 0e a - - „0 m w " �'� EAST COAST LUMBER EA ^ w w TRUSS DIVISION 00 H6 I 7-3-8 = �- I I - - - I I o ^ 11 co DO I 0 c: CUSTOMER: ENGLE HOMES `- CARACAS JOB NAME: ELEVATION 4 DATE: 2-27-07 Ld Ld COFFERED CLG. cn Q GARAGE LEFT CARC4TL IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE 'TRUSS HII H1K I I J H1 I H i M I I / DESIGN ENGINEER'. IN ACCORDANCE WITH THE TRUSSES FLORIDAEBUILDING DESIGNED CODE 2004. 7-0- I 1 1 -4-Q NOTE: BY APPROVING THIS PLACEMENT PLAN. THE CUSTOMER ATRUNCTURALGINTENTTOFiITS}1E PRWECTT COMPLIES WITH THE HIN - - - - - - - - HIO 2255 V(32 E1581 LBHIPFAX: _ i )254—OCADO ® OFFICE: (321) 254-1582 o 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 __ 10-4-0� ( 1 I = ____ - I *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF Tili ENGINEERED COMPONENTS. o * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) H1H ' 1-6-8 HIG clj FOLLOW INSTRUCTIONS ON BCSI-B1 HiF - _ SUMMARY SHEETS AND FINAL c ENGINGEERING SHEETS FOR EACH - - 11 - -0 0 of o ^ o ^ TRUSS. o * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES H1 —_ � H1 HI I - AND CONNECTION. *ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN FRA►IE DM BY BUN. � H1 I - H1A i I C15 CJ3 GJ1 ADVANCE BY OUR ENGINEERING DEPARTMENT. BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 9-4-0 PLATE HT COUNTY: DESIGN CODE F8C ASCE7 COALING: TILE SPEED: TE M.P.H SCALE: 1/8' a 1'-0' EXP EXPOSURE CATEGORY = B -1- ti R 1s' : 1 - - __ H2H H2G E ,P 1� I I I ! -- I L_ FRAME DO" I �- I (A — _L - - - -- c-5 ' -- G2E 1-5-8 T2D 1 - 10-8 - - y /) yJry cv I r M v _ v 1 0-8-0 PLATE HT MEAN HEIGHT: 18'-0' IMPORTANCE FACTOR = 1 13UILDING TYPE: - ENCLOSED TRUSS SPACING 24 O.C. EXCEPT AS NOTED GRAVITY LOADS 12-0-0 PLATE HT FLOOR ROOF TC LIVE: 40psf TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: 15pst BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR:1.00 OUR FACTOR: 1 25 6 NON -CONCURRENT BC LL PER F8C0p f FRC FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE U. 20psf 0-4-3 FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON-CONCURRENT C ONCU RBLE T BC MOVING LL 200# TYPICAL DEFINITIONS MNT = MA1N M7N0 FORCE TC =TOP CHORD BC = BOTTOM CHORD VE LOAD 11 = UEADLOA DL =DEAD LOAD 1 4 8" psf = POUNDS PER SQUARE FOOT DESIGN BY: ACJ e = PouNos j4R- I I - - H2 l HZB HZA o R BY BLDR. H2 TTOM AT 9- - `� BOTTO AT 9-4-0 N GE4 _ 1-2 - j j O EYEBROW T9A of K I T9A ^31 I OTHERS '� I -- � CJ / NJ GE9 EYEBROW JACKS BY OTHERS 3-2-9 HEELS AT ENTRY v c ,S, w �� ✓j 19-4-0 9-8-0 p lra _ 6-7-4 o bta" 3-�-� 5-0-a _ 3-4�4 'Y 50-0-0 ACAD BY: ACJ OFFICE